CN110106892B - Construction method for large-span breaking of underground diaphragm wall - Google Patents
Construction method for large-span breaking of underground diaphragm wall Download PDFInfo
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- CN110106892B CN110106892B CN201910272681.XA CN201910272681A CN110106892B CN 110106892 B CN110106892 B CN 110106892B CN 201910272681 A CN201910272681 A CN 201910272681A CN 110106892 B CN110106892 B CN 110106892B
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- underground continuous
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- continuous wall
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
- E02D17/083—Shoring struts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/08—Wrecking of buildings
Abstract
The invention relates to a construction method for large-span breaking of an underground diaphragm wall, which comprises the following steps: erecting a retaining wall around the area of the auxiliary structure to be constructed, and pouring the retaining wall on the top of the main structure; open-cut auxiliary structure foundation pit, support the first road between retaining wall and enclosure wall, set up the inner support between underground continuous wall and enclosure wall; pouring a bottom plate of the auxiliary structure; dividing the underground continuous wall into a plurality of breaking unit sections; reserving a first support, and dismantling an inner support and an underground continuous wall in the unit section; pouring a post-pouring belt in the unit section and correspondingly constructing an auxiliary structure; and (4) removing the inner support and the underground continuous wall in the next unit section until the underground continuous wall is completely removed. The method effectively solves the problem of short single-time breaking distance of the underground continuous wall, accelerates the construction speed, reduces the number of construction joints of the auxiliary structure, reduces the hidden danger of later-stage water leakage, ensures the stability of the foundation pit of the auxiliary structure to be constructed during construction, and ensures the construction safety and quality.
Description
Technical Field
The invention relates to the field of building construction, in particular to a construction method for breaking a large span of an underground diaphragm wall.
Background
At present, island-type subway stations in national standards are constructed by adopting an open-cut and smooth construction method, in order to ensure the stability of a station foundation pit, a station main structure and an auxiliary structure need to be constructed in stages, the station main structure is constructed in the first stage, the station auxiliary structure is constructed in the second stage, and finally, an underground diaphragm wall between the main structure and the auxiliary structure is broken, so that through traffic is realized.
The existing breaking method comprises the following steps: dividing a continuous wall breaking unit section → pouring a bottom plate of an accessory structure, and reserving a post-pouring belt between the bottom plate and the accessory structure → dismantling all inner supports in the dividing unit → dismantling the continuous wall of the unit → pouring the post-pouring belt of the bottom plate → pouring top plate concrete and a support plate → breaking the next section of the continuous wall.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a construction method for breaking an underground continuous wall in a large span, solves the problem of short single breaking distance of the underground continuous wall, accelerates the construction speed, reduces the number of construction joints of an auxiliary structure, reduces the hidden danger of later-stage water leakage, and ensures the construction safety and the construction quality.
The technical scheme for realizing the purpose is as follows:
the invention provides a construction method for breaking an underground continuous wall in a large span, wherein the underground continuous wall is arranged on one side of a constructed main structure close to an auxiliary structure to be constructed, and the construction method comprises the following steps:
s11, erecting a retaining wall around the area of the auxiliary structure to be constructed, and pouring a retaining wall on one side, close to the auxiliary structure to be constructed, of the top of the main structure, wherein the elevation of the top of the retaining wall is higher than that of the top of the underground continuous wall, and a gap is formed between the retaining wall and the underground continuous wall;
s12, open cutting the foundation pit of the auxiliary structure to be constructed, erecting a first support between the retaining wall and the enclosure wall, wherein the first support is positioned above the underground continuous wall, and at least one inner support is arranged between the underground continuous wall and the enclosure wall from top to bottom along with the excavation depth;
s13, after digging a foundation pit of the auxiliary structure to be constructed, pouring a bottom plate of the auxiliary structure, and reserving a post-pouring belt at the position, close to the underground continuous wall, of the bottom plate;
s14, dividing the underground continuous wall into a plurality of breaking unit sections;
s15, reserving a first support, and removing an inner support and a corresponding underground continuous wall in a breaking unit section;
s16, pouring a corresponding post-pouring belt on the bottom plate, and correspondingly constructing an auxiliary structure on the bottom plate;
s17, removing the inner support and the corresponding underground continuous wall in the next breaking unit section;
repeating the steps S16 to S17 until the underground diaphragm wall is completely removed.
According to the construction method for breaking the underground continuous wall between the main structure and the auxiliary structure by adopting the large-span underground continuous wall breaking, the first support is arranged at the top of the retaining wall, other supports are erected and the bottom plate is poured, and the other supports except the first support are removed, so that the first support can support the enclosure wall, the force borne by the enclosure wall and the bottom plate is increased, the length of the broken unit section of the continuous wall is increased, the number of the unit sections is reduced, the problem of short single breaking distance of the underground continuous wall is effectively solved, the construction speed is increased, the number of construction joints of the auxiliary structure is reduced, the potential hazard of later-stage water leakage is reduced, the foundation pit structure of the auxiliary structure to be constructed is more stable, and the construction safety and the construction quality are ensured.
The construction method for breaking the underground continuous wall in large span is further improved in that when the retaining wall is poured, the construction method further comprises the following steps:
one side of the retaining wall close to the main body structure is provided with a buttress to reinforce the retaining wall, and soil is backfilled at the top of the main body structure of the retaining wall close to one side of the buttress.
The construction method for breaking the underground continuous wall in the large span is further improved in that step S13, after the foundation pit of the auxiliary structure to be constructed is dug, the bottom plate of the auxiliary structure is poured, and the position of the bottom plate, which is close to the underground continuous wall, is provided with a post-pouring belt, and the construction method comprises the following steps:
the binding bottom plate reinforcing steel bars are arranged at intervals along the extending direction of the bottom plate, the binding embedded parts are arranged at the positions, close to the main structure, of the bottom plate reinforcing steel bars, the end portions, far away from the bottom plate reinforcing steel bars, of the embedded parts abut against the underground continuous wall to reinforce and support the underground continuous wall, and reinforcing steel bar connectors for connecting the reinforcing steel bars at the positions, corresponding to the main structure, of the bottom plate reinforcing steel bars without binding the embedded parts are arranged at the end portions, close to the main structure, of the bottom plate reinforcing steel bars.
The construction method for breaking the underground continuous wall in the large span is further improved in that the embedded part is H-shaped steel, 1/3 of the embedded part is poured in the bottom plate, and 2/3 of the embedded part is positioned in a post-pouring belt.
The construction method for breaking the underground continuous wall in the large span is further improved in that when the post-cast strip is poured, the construction method further comprises the following steps:
the steel bars of the main structure corresponding to the base plate are connected with the steel bars of the base plate through the steel bar connector, and then the post-cast strip is poured, so that the base plate is fixedly connected with the main structure.
The construction method for large-span breaking of the underground continuous wall is further improved in that the step S14 divides the underground continuous wall into a plurality of breaking unit sections, and comprises the following steps:
the breaking unit section is the length of 7 underground continuous walls, and the length of each underground continuous wall is 6 m.
The construction method for breaking the underground continuous wall in large span is further improved in that the construction auxiliary structure comprises the following steps:
binding upright column reinforcing steel bars on the bottom plate, binding top plate reinforcing steel bars perpendicular to the upright column reinforcing steel bars with the tops of the upright column reinforcing steel bars, pouring and forming the upright columns and the top plate which are perpendicular to each other, connecting the two ends of the top plate with the main body structure and the enclosure wall respectively, removing the first support in the breaking unit section after the top plate reaches the designed strength, and backfilling soil above the top plate.
Drawings
FIG. 1 is a flow chart of the construction method for large-span demolition of the underground diaphragm wall of the invention.
FIG. 2 is a schematic view of a support in the construction method for large-span demolition of the underground diaphragm wall.
Fig. 3 is a schematic diagram of inner support dismantling in the construction method for large-span demolition of the underground continuous wall.
Fig. 4 is a schematic view of the demolition of the diaphragm wall in the construction method for large-span demolition of the underground diaphragm wall according to the present invention.
FIG. 5 is a schematic diagram of post-cast strip pouring in the construction method for large-span demolition of the underground diaphragm wall.
FIG. 6 is a schematic view of a top plate and a column in the construction method for large-span demolition of the underground diaphragm wall.
FIG. 7 is a schematic view of the auxiliary structure backfill in the construction method for large-span demolition of the underground diaphragm wall.
FIG. 8 is a schematic view of the auxiliary structure backfill in the construction method for large-span demolition of the underground diaphragm wall according to the present invention.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Referring to fig. 1, the invention provides a construction method for large-span breaking of an underground continuous wall, which comprises the steps of arranging a first support at the top of a retaining wall, erecting other supports and pouring a bottom plate, and removing the rest supports except the first support, wherein the first support can support a retaining wall, so that the force borne by the retaining wall and the bottom plate is increased, the length of a unit section of the continuous wall to be broken is increased, the number of the unit sections is reduced, the problem of short single breaking distance of the underground continuous wall is effectively solved, the construction speed is accelerated, the number of construction joints of an auxiliary structure is reduced, the hidden danger of later-stage water leakage is reduced, the foundation pit structure of the auxiliary structure to be constructed is more stable, and the construction safety and the construction quality are ensured. The construction method for large-span demolition of the underground diaphragm wall is described below with reference to the accompanying drawings.
Referring to fig. 1, fig. 1 is a flow chart of a construction method for large-span demolition of an underground diaphragm wall according to the present invention. The construction method of large-span demolition of the underground diaphragm wall of the present invention will be described with reference to fig. 1.
As shown in fig. 1 and 2, the construction method for breaking the underground continuous wall in a large span according to the present invention includes the following steps:
step S11 is executed, the enclosure wall 111 is erected around the area of the auxiliary structure 11 to be constructed, and a retaining wall 121 is poured on the side of the top of the main structure 12 close to the auxiliary structure 11 to be constructed, the top elevation of the retaining wall 121 is higher than the top elevation of the underground continuous wall 21, and a gap is formed between the retaining wall 121 and the underground continuous wall 21; step S12 is then performed.
Step 13 is executed, after the foundation pit of the auxiliary structure 11 to be constructed is dug, the bottom plate 114 of the auxiliary structure 11 is poured, and the post-cast strip 1144 is left at the position of the bottom plate 114 close to the underground continuous wall 21; step S14 is then performed.
Step S14 is executed, the underground continuous wall 21 is divided into a plurality of broken unit sections; then, step S15 is executed
Step S15 is executed, the first support 112 is reserved, and the inner support 113 and the corresponding underground continuous wall in a breaking unit section are removed; step S16 is then performed.
Step 16 is executed, the post-cast strip 1144 reserved on the bottom plate 114 in the unit section is poured, and the auxiliary structure 11 is correspondingly constructed on the bottom plate 114; step S17 is then performed.
Step S17 is executed, the inner support 113 and the corresponding underground continuous wall 21 in the next breaking unit section are constructed;
steps S16 to S17 are repeated until the underground diaphragm wall 21 is completely removed.
As a preferred embodiment of the present invention, as shown in fig. 2, when the retaining wall 121 is poured, the method further includes:
a buttress 122 is disposed on a side of the retaining wall 121 adjacent to the main structure 12 to reinforce the retaining wall 121, and soil is backfilled on a top of the main structure 12 on a side of the retaining wall 121 adjacent to the buttress 122.
Further, step S13, after the foundation pit of the auxiliary structure 11 to be constructed is dug, pouring the bottom plate 114 of the auxiliary structure 11, and leaving the post-cast strip 1144 on the position of the bottom plate 114 close to the underground continuous wall 21, includes:
the bottom plate reinforcing steel bars 1141 are bound, a plurality of embedded parts 1143 are bound at the positions, close to the main body structure 12, of the bottom plate reinforcing steel bars 1141 at intervals along the extending direction of the bottom plate 114, the end parts, far away from the bottom plate reinforcing steel bars 1141, of the embedded parts 1143 abut against the underground continuous wall 21 to reinforce and support the underground continuous wall 21, and reinforcing steel bar connectors 1142 for connecting the reinforcing steel bars at the positions, corresponding to the main body structure 12, of the bottom plate reinforcing steel bars 1141 for binding the embedded parts 1143 are arranged at the end parts, close to the main body structure 12.
Preferably, as shown in fig. 8, the embedment 1143 is H-shaped steel, 1/3 of the embedment 1143 is cast in the bottom plate 114, and 2/3 of the embedment 1142 is located in the post-cast strip 1144.
As shown in fig. 4 and 5, when the post-cast strip 1144 is poured, the method further includes:
the steel bar of the main structure 12 corresponding to the bottom plate 114 is connected to the bottom plate steel bar 1141 through the steel bar connector 1142, and then the post-cast strip 1144 is poured, so that the bottom plate 114 is fixedly connected to the main structure 12.
Further, step S14 is dividing the underground diaphragm wall 21 into a plurality of broken unit segments, including:
the breaking unit section is the length of 7 underground continuous walls, and the length of each underground continuous wall is 6 m.
Preferably, the length of the unit segment can be set to be 5-10 lengths of the underground continuous wall according to the construction conditions of the actual auxiliary structure depth, the first support bearing capacity and the like.
As shown in fig. 6 and 7, the construction attachment 11 includes:
and (2) binding upright post 115 steel bars on the bottom plate 114, binding top plate 116 steel bars perpendicular to the upright post 115 steel bars on the tops of the upright post 115 steel bars, pouring to form the upright post 115 and the top plate 116 which are perpendicular to each other, respectively connecting two ends of the top plate 116 with the main body structure 12 and the enclosure wall 111, removing the first support 112 in the broken unit section after the top plate 116 reaches the designed strength, and backfilling soil above the top plate 116 to complete the construction of the broken unit section.
The specific embodiment of the invention is as follows:
after the main structure construction is completed, erecting a retaining wall 111 parallel to the underground continuous wall 21 at the position of the auxiliary structure 11 to be constructed, erecting a retaining wall 121 at the position, close to the underground continuous wall 21, at the top of the main structure 12, erecting a buttress wall 122 at one side of the retaining wall 121, far away from the underground continuous wall 21, so as to reinforce the retaining wall 121, and backfilling soil at the top of the main structure 12;
the open cut auxiliary structure 11 is provided with a first support 112 and an inner support 113 which are sequentially erected from top to bottom along with the excavation depth, the first support 112 is erected at the top of the retaining wall 121, the top surface of the first support 112 is flush with the top of the retaining wall 121, and the inner support 113 is erected between the first support 112 and a bottom plate 114 to be installed;
binding bottom plate reinforcing steel bars 1141, connecting embedded parts 1143 at intervals at the positions, close to the underground continuous wall 21, of the bottom plate reinforcing steel bars 1141, wherein the end parts of the embedded parts 1143 abut against the underground continuous wall 21 to play a supporting role, fixedly installing reinforcing steel bar connectors 1142 at the end parts of the bottom plate reinforcing steel bars 1141, pouring the bottom plate 114, and reserving a post-pouring zone 1144 between the bottom plate 114 and the underground continuous wall 21;
dividing a breaking unit section of the underground continuous wall 21, removing an inner support 113 in the breaking unit section, and breaking the underground continuous wall 21 in the unit section from top to bottom by adopting a breaking device;
fixedly connecting the steel bars of the main structure 12 corresponding to the position of the bottom plate 114 with the bottom plate steel bars 1141 in the post-cast strip 1144 through the steel bar connector 1142, and pouring the post-cast strip 1144, so that the bottom plate 114 is fixedly connected with the main structure 12;
after the post-cast strip 1144 reaches the designed strength, binding reinforcing steel bars of the upright column 115 and the top plate 116 on the bottom plate 114, and pouring to form the upright column 115 and the top plate 116 which are vertical to each other;
after the top plate 116 and the upright post 115 reach the designed strength, the first support 112 is removed, and soil is backfilled above the top plate 116;
and then constructing the next unit section until the underground continuous wall 21 is completely dismantled.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (5)
1. A construction method for breaking an underground continuous wall in a large span is characterized in that the construction method comprises the following steps:
s11, erecting a retaining wall around the area of the auxiliary structure to be constructed, pouring a retaining wall on one side, close to the auxiliary structure to be constructed, of the top of the main structure, wherein the top elevation of the retaining wall is higher than that of the underground continuous wall, a gap is reserved between the retaining wall and the underground continuous wall, a buttress is arranged on one side, close to the main structure, of the retaining wall to reinforce the retaining wall, and soil is backfilled on the top of the main structure, close to one side of the buttress, of the retaining wall;
s12, open cutting the foundation pit of the auxiliary structure to be constructed, erecting a first support between the retaining wall and the enclosure wall, wherein the first support is positioned above the underground continuous wall, and at least one inner support is arranged between the underground continuous wall and the enclosure wall from top to bottom along with the excavation depth;
s13, after the foundation pit of the auxiliary structure to be constructed is dug, pouring a bottom plate of the auxiliary structure, wherein a post-pouring belt is reserved at the position, close to the underground continuous wall, of the bottom plate;
s14, dividing the underground continuous wall into a plurality of breaking unit sections, wherein the breaking unit sections are the lengths of 7 underground continuous walls, and the length of each underground continuous wall is 6 m;
s15, reserving the first support, and removing an inner support and a corresponding underground continuous wall in a breaking unit section;
s16, pouring the corresponding post-cast strip on the bottom plate, and correspondingly constructing an auxiliary structure on the bottom plate;
s17, removing the inner support and the corresponding underground continuous wall in the next breaking unit section;
repeating steps S16-S17 until the underground diaphragm wall is completely removed.
2. The method for constructing a large-span underground continuous wall breaking according to claim 1, wherein the step S13 is that after the excavation of the foundation pit of the auxiliary structure to be constructed, a bottom plate of the auxiliary structure is poured, and a post-cast strip is left at a position of the bottom plate close to the underground continuous wall, and the method comprises the following steps:
binding bottom plate reinforcing steel bars, binding embedded parts at the positions, close to the main body structure, of the bottom plate reinforcing steel bars at intervals along the extending direction of the bottom plate, wherein the end parts, far away from the bottom plate reinforcing steel bars, of the embedded parts abut against the underground continuous wall to reinforce and support the underground continuous wall, and reinforcing steel bar connectors for connecting the reinforcing steel bars at the positions, corresponding to the main body structure, of the bottom plate reinforcing steel bars without binding are arranged at the end parts, close to the main body structure, of the bottom plate reinforcing steel bars.
3. The construction method for large-span demolition of an underground diaphragm wall as claimed in claim 2, wherein the embedded part is H-shaped steel, 1/3 of the embedded part is cast in the bottom plate, and 2/3 of the embedded part is located in the post-cast strip.
4. The construction method for large-span demolition of an underground diaphragm wall according to claim 2, wherein when the post-cast strip is poured, the method further comprises:
and connecting the reinforcing steel bars of the main body structure corresponding to the base plate with the reinforcing steel bars of the base plate through the reinforcing steel bar connector, and further pouring the post-cast strip, so that the base plate is fixedly connected with the main body structure.
5. The construction method for large-span demolition of underground diaphragm walls according to claim 1, wherein constructing the auxiliary structure comprises:
and binding upright column reinforcing steel bars on the bottom plate, binding top plate reinforcing steel bars perpendicular to the upright column reinforcing steel bars at the tops of the upright column reinforcing steel bars, pouring and forming upright columns and top plates which are perpendicular to each other, connecting two ends of each top plate with the main structure and the enclosure wall respectively, removing the first support in the breaking unit section after the top plates reach the designed strength, and backfilling soil above the top plates.
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| CN201910272681.XA CN110106892B (en) | 2019-04-04 | 2019-04-04 | Construction method for large-span breaking of underground diaphragm wall |
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| CN201910272681.XA CN110106892B (en) | 2019-04-04 | 2019-04-04 | Construction method for large-span breaking of underground diaphragm wall |
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| CN110106892B true CN110106892B (en) | 2021-08-10 |
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| CN111395359A (en) * | 2020-04-27 | 2020-07-10 | 徐州市城市轨道交通有限责任公司 | Construction method for long and narrow type wind pavilion structure foundation pit subsection |
| CN115110798B (en) * | 2022-08-02 | 2023-04-25 | 中建二局第三建筑工程有限公司 | Hydraulic shearing dismantling method for light steel pipe frame system structure |
| CN116241101B (en) * | 2023-02-21 | 2024-01-23 | 中铁二局集团有限公司 | Construction method for removing continuous wall of connecting section of main body and auxiliary structure of subway station |
| CN116950129B (en) * | 2023-09-19 | 2024-01-19 | 北京建工土木工程有限公司 | Construction method for connecting subway station main body with auxiliary structure and post-pouring belt |
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| CN103590404A (en) * | 2012-08-13 | 2014-02-19 | 上海市政工程设计研究总院（集团）有限公司 | Method for supporting foundation pit next to established underground structure |
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| CN103590404A (en) * | 2012-08-13 | 2014-02-19 | 上海市政工程设计研究总院（集团）有限公司 | Method for supporting foundation pit next to established underground structure |
| CN105421488A (en) * | 2015-09-14 | 2016-03-23 | 上海建工七建集团有限公司 | Constriction method for changing support of foundation slab in underground composite enclosure system |
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