CN110863496B - Method for replacing, supporting, excavating and constructing arch center foundation by concrete supporting in stone-filled island building area - Google Patents
Method for replacing, supporting, excavating and constructing arch center foundation by concrete supporting in stone-filled island building area Download PDFInfo
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- CN110863496B CN110863496B CN201910743097.8A CN201910743097A CN110863496B CN 110863496 B CN110863496 B CN 110863496B CN 201910743097 A CN201910743097 A CN 201910743097A CN 110863496 B CN110863496 B CN 110863496B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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Abstract
The invention discloses a method for replacing and excavating a concrete support in a stone-filled island-building area to construct an arch foundation, which adopts a mode of combining curtain grouting with back cover grouting to treat the stone-filled island-building area to prevent an arch foundation pit from leaking water, and simultaneously adopts a concrete retaining wall to support, replace and excavate, thereby avoiding large-amount stone filling and island building, saving the cost. The invention is used in the field of bridge construction.
Description
Technical Field
The invention relates to the field of bridge construction, in particular to a method for replacing support excavation construction arch center foundation by concrete support in a stone-filled island building area.
Background
In recent years, with the large-scale construction of the rapid railway line network and the rapid development of bridge construction in China, a large number of bridges crossing rivers and existing lines are built in succession, and arch bridges are adopted more and more frequently in each line network as bridges with larger crossing capacity, good durability and low maintenance and repair cost.
The wood-hiding super bridge adopts a 430m through-type basket steel pipe arch bridge structure, and the arch support adopts a pile foundation bearing platform foundation, so that the structure size is large. The arch support foundation is located in a hydropower station reservoir area with a large amount of abandoned slag, and due to reservoir area water storage and water level rising, the arch support foundation is under water in a large area, so that the arch support foundation is excavated without a construction platform, and stone filling and island building are needed to form the construction platform. At home and abroad, for the construction of the abutment foundation in the stone-filled island-building area, occlusion guard piles are generally adopted for construction, and the safety of excavation is ensured by supporting and blocking the foundation excavation process through the occlusion guard piles.
The arch support foundation of the bridge occupies a construction site of 40m multiplied by 25m, if occlusive protection piles are adopted for construction, the size of a stone-filling island-building platform needs to be at least 80m multiplied by 75m for forming a drilling machine working platform, the water depth of a platform excavation area is considered to reach 10m, the island-building engineering quantity is large, and the cost is high; and adopt interlock fender pile construction, the pile foundation degree of depth exceeds 15m, and pile foundation quantity reaches 65, and pile foundation punching cycle is long, and water-proof effects is not good.
Disclosure of Invention
The invention aims to provide a safe and reliable method for replacing a supporting, excavating and constructing arch center foundation by concrete supporting in a stone-filled island-building area with small occupied area.
The technical scheme adopted by the invention is as follows: a method for replacing, supporting, excavating and constructing an arch center foundation by concrete supporting in a stone-filled island building area comprises the following steps: s1: filling stones to build an island, and grouting and stopping water around the foundation pit of the arch support;
s2: layering according to the designed elevation of the arch foundation pit, excavating layer by layer from top to bottom, wherein the arch foundation pit comprises a wall protecting layer and a retaining wall layer positioned at the lower end of the wall protecting layer, vertically excavating a first layer of wall protecting along the edge of the arch foundation pit, and after the first layer of wall protecting is excavated, installing reinforcing steel bars and pouring concrete; excavating a second layer of protective wall according to the excavation mode of the first layer of protective wall, installing a vertical distribution beam along the edge of the second layer of protective wall, and installing a first layer of temporary support;
s3: excavating a third layer of retaining wall, installing reinforcing steel bars and pouring concrete, installing vertical distribution beams at the edge of the third layer of retaining wall, installing a second layer of temporary supports, and removing the first layer of temporary supports after the installation is finished;
s4: step S3 is circulated until the wall protection layer is excavated;
s5: excavating a first layer of retaining wall, pouring concrete, installing a vertical distribution beam, installing a first layer of retaining wall temporary support, removing the temporary support of the bottommost retaining wall after the installation is finished, and installing a temporary support a below the first layer of retaining wall temporary support;
s6: excavating the adjacent six layers of retaining walls below, pouring concrete, driving a vertical distribution beam, sequentially adding temporary supports 1-7 at the same vertical height and different horizontal distances with the temporary support of the first layer of retaining wall, and simultaneously sequentially adding temporary supports b-g below the temporary support a, wherein the horizontal positions of the temporary supports b-g are consistent with the horizontal positions of the temporary supports 1-7;
s7: step S6 is circulated until the excavation of the retaining wall layer is finished;
s8: and (6) removing the temporary support.
Further as an improvement of the technical scheme of the invention, in step S1, curtain grouting water stop and back cover grouting water stop are combined, and ordinary cement-water glass double-liquid slurry is used as a grouting material, and the construction is performed by sub-area, sequential and sub-section construction.
The technical scheme is further improved, the outer side of the breast wall of the arch foundation pit is grouted by adopting a three-layer curtain grouting method, bottom sealing grouting water stopping is adopted at the bottom of the arch foundation pit, and the steps of outer-to-inner grouting, deep-to-shallow grouting, curtain grouting first and bottom sealing grouting later are followed during grouting.
Further as an improvement of the technical scheme of the invention, the concrete strength grade of the wall protecting layer is C30, the concrete is intensively mixed by a mixing station, the concrete is produced according to the pre-construction mixing proportion, and the concrete needs to be vibrated and compacted during pouring.
As a further improvement of the technical scheme of the invention, the steel bars between the adjacent wall protection layers need to be connected and fixed together.
The lower end of the steel bar of the upper layer is made into an L shape, when the next layer is excavated, the bottom opening is cleaned, and meanwhile, the steel bar is recovered to be vertical and is connected with the steel bar of the next layer of protective wall.
The temporary support is further improved by welding a bracket above the vertical distribution beam when the temporary support is removed, applying axial jacking force by a jack to prop the vertical distribution beam open, then installing another inner support, and applying pre-jacking force by the jack and then plugging the cushion block for compaction when the temporary support is removed.
Further as an improvement of the technical scheme of the invention, when the temporary supports are dismantled, the temporary supports are dismantled by a crane after gaps are reserved on the vertical distribution beam dismantling cushion blocks by arranging bracket fulcrums on the temporary supports and then using a jack.
As a further improvement of the technical solution of the present invention, in step S6, the deviation of the horizontal distance between the vertical distribution beams should not be greater than 5 cm.
The invention has the beneficial effects that: the utility model provides a fill in stone and build island regional concrete support and trade to strut construction hunch seat basis method of digging, adopt curtain and back cover slip casting to handle and fill in the stone and build island region and prevent that the hunch seat foundation ditch from leaking, concrete dado is strutted simultaneously and is traded and strut the excavation, avoid big square fill in stone and build the island, the cost is saved, adopt the concrete dado, the construction is quick, it props and adopts jack application axial outside the foundation ditch constant force to prevent the hunch seat foundation ditch to warp to the hole through shaped steel trade, easy operation, safety and reliability, and area is little, do not have too many crisscross processes construction, and is fast and safe.
Drawings
The invention will be further described with reference to the accompanying drawings in which:
FIG. 1 is a plan view of an arch foundation pit grouting water stop of an embodiment of the invention;
FIG. 2 is a schematic diagram illustrating excavation of a second layer of the foundation pit of the abutment according to the embodiment of the invention;
FIG. 3 is a schematic diagram of third-layer excavation of an arch foundation pit according to an embodiment of the invention;
FIG. 4 is a schematic diagram of a fourth layer excavation of an arch foundation pit according to an embodiment of the invention;
FIG. 5 is a schematic diagram of a fifth excavation of an arch foundation pit according to an embodiment of the invention;
FIG. 6 is a schematic diagram of excavation of sixth to eleventh floors of an arch foundation pit according to an embodiment of the invention;
FIG. 7 is a schematic diagram of the twelfth to sixteenth layers of the foundation pit of the arch support according to the embodiment of the invention;
FIG. 8 is a schematic view of the foundation of the abutment;
fig. 9 is a schematic view of a prior art bite guard.
Detailed Description
Referring to fig. 1 to 9, the invention relates to a method for replacing, supporting, excavating and constructing an arch center foundation by concrete support in a stone-filled island-building area, which comprises the following steps: s1: filling stones to build an island, and grouting and stopping water around the arch foundation pit 7;
s2: layering according to the design elevation of the arch foundation pit 7, excavating layer by layer from top to bottom, wherein the arch foundation pit 7 comprises a wall protecting layer and a retaining wall layer positioned at the lower end of the wall protecting layer, vertically excavating a first layer of wall protecting along the edge of the arch foundation pit 7, and after the first layer of wall protecting is excavated, installing reinforcing steel bars and pouring concrete; excavating a second layer of protective wall according to the excavation mode of the first layer of protective wall, installing a vertical distribution beam along the edge of the second layer of protective wall, and installing a first layer of temporary support;
s3: excavating a third layer of retaining wall, installing reinforcing steel bars and pouring concrete, installing vertical distribution beams at the edge of the third layer of retaining wall, installing a second layer of temporary supports, and removing the first layer of temporary supports after the installation is finished;
s4: step S3 is circulated until the wall protection layer is excavated;
s5: excavating a first layer of retaining wall, pouring concrete, installing a vertical distribution beam, installing a first layer of retaining wall temporary support, removing the temporary support of the bottommost retaining wall after the installation is finished, and installing a temporary support a below the first layer of retaining wall temporary support;
s6: excavating the adjacent six layers of retaining walls below, pouring concrete, driving a vertical distribution beam, sequentially adding temporary supports 1-7 at the same vertical height and different horizontal distances with the temporary support of the first layer of retaining wall, and simultaneously sequentially adding temporary supports b-g below the temporary support a, wherein the horizontal positions of the temporary supports b-g are consistent with the horizontal positions of the temporary supports 1-7;
s7: step S6 is circulated until the excavation of the retaining wall layer is finished;
s8: and (6) removing the temporary support.
As a preferred embodiment of the present invention, after the filling of the stone and the island construction are completed, grouting and water stopping are performed around the abutment foundation pit 7 in order to prevent continuous water seepage during the excavation of the abutment foundation pit 7. In step S1, curtain grouting and water stopping are combined with bottom sealing grouting and water stopping, grouting steel pipes are reserved in the broken rock body as reinforcement to improve the shearing resistance reinforcing platform, ordinary cement-water glass double-liquid slurry is used as a grouting material during construction, a down-the-hole drill is used for vertically drilling holes, and grouting and water stopping construction is performed by zone-by-zone sequential segmented construction. Further, before the arch foundation pit 7 is excavated, three-layer curtain grouting is adopted on the outer side of the retaining wall of the arch foundation pit 7, bottom sealing grouting is adopted for water stopping at the bottom of the arch foundation pit 7, and curtain grouting is firstly carried out according to the principle that the inside and the outside are firstly carried out, and the depth is firstly carried out and the depth is later carried out. Therefore, the cost can be saved, and the construction safety can be ensured. The depth of the curtain grouting hole 5 is 16m, the depth of the curtain grouting hole is 4.0m below the substrate, the depth of the back cover grouting hole 6 is 15m, the hole distance is 3m, the depth of the back cover grouting hole is 3m below the substrate, and the depth of the back cover grouting hole is 1.0m above the granite layer.
In this embodiment, the back is accomplished in the slip casting, along 7 vertical excavations on limit in the hunch seat foundation ditch, and the excavation depth is 1m, because the slope of present stage is the self-stabilizing system, causes the foundation ditch base to collapse for preventing the external load, blocks earth and stone side etc. strictly outside the foundation ditch base. The first layer of excavation is completed, and when the retaining wall reinforcing steel bars are installed, the reinforcing steel bars must be effectively connected. The concrete method is that the lower end of the steel bar of the upper layer is made into an L shape, when the lower layer is excavated, the bottom opening is cleaned, and meanwhile, the steel bar is recovered to be vertical and is connected with the steel bar of the lower layer of the protective wall. The concrete strength grade of the wall protection layer is C30, the upper opening thickness is 80cm, and the lower opening thickness is 70 cm. The stability of dado is ensured, the concrete adopts the mixing station to concentrate and mixes, and the trucd mixer transports to the scene, and on-the-spot machinery is tamped, and the concrete must be strictly according to construction mix proportion in advance and stirs the production, and it is closely knit to vibrate when pouring.
Excavating a second layer of retaining wall downwards according to the first layer of excavating mode, wherein the excavating depth is 1m, retaining wall reinforcing steel bars are installed, retaining wall concrete is poured, a first row of vertical double H588 type steel distribution beams are driven into the edge of the retaining wall, and the horizontal distance deviation of the distribution beams is not more than 5 cm; a transverse first layer of temporary supports 1 is added at a distance of 1m from the top of the first layer of protective wall.
Excavating the third layer, wherein after the second layer of retaining wall is poured, the strength of concrete reaches 80% of the design value, the third layer of retaining wall at the branch point is excavated, and after the local retaining wall is poured manually, a second row of vertical section steel distribution beams are driven into the position 40cm away from the first row of distribution beams in parallel to be used as an inner support structure for replacing supports; after the vertical section steel distribution beam in the second row is driven in, a second layer of temporary supports 2 are added at the position 1m vertical distance away from the first layer of temporary supports 1, and the first layer of temporary supports 1 are withdrawn after the second layer of temporary supports 2 are installed. When the temporary support is dismantled, brackets are welded above the vertical double H588 steel distribution beams, the jack is used for applying axial jacking force to prop the vertical steel open, the other inner support is installed, and the cushion block is plugged after the jack applies pre-jacking force during dismantling.
The fourth layer excavation, the fourth layer dado position of local excavation fulcrum department earlier, continue to squeeze into first row of vertical shaped steel distribution roof beam after pouring the local dado, after squeezing into first row of vertical shaped steel distribution roof beam, support 2 vertical distance 1m positions to add the third layer and support 3 temporarily apart from the second floor temporarily, the third layer supports 3 temporarily and exerts axial jacking force to support 2 temporarily and prop open vertical shaped steel through the jack after the equipment and then artifical the cushion of knocking out makes the support leave certain clearance, then adopt the crane to withdraw from 2 temporarily supports the second floor.
And excavating the fifth layer, excavating the C5 retaining wall at the supporting point of the local excavating firstly, continuously driving a second row of vertical section steel distribution beams after the local retaining wall is poured, adding a first layer of retaining wall temporary support 4 while driving the second row of vertical section steel distribution beams, keeping the vertical height of the retaining wall temporary support consistent with that of a third layer of temporary support 3, withdrawing the third layer of temporary support 3 after the first layer of retaining wall temporary support 4 is installed, and adding a temporary support a at a position 1m vertical distance from the first layer of retaining wall temporary support 4.
And C6-C11 retaining wall positions at branch points of the sixth layer to the tenth layer are excavated, the vertical section steel distribution beams are continuously driven after the local retaining walls are poured, and the horizontal distance deviation of the vertical section steel distribution beams is not more than 5 cm. When the vertical profile steel distribution beam is driven in, temporary supports 1-7 are sequentially added at positions which have the same vertical height and different horizontal distances with the first layer of retaining wall temporary support 4, meanwhile, temporary supports b-g are sequentially added at a position 0.5m below the vertical height of the temporary support a, and the horizontal positions of the temporary supports b-g are respectively kept consistent with the positions of the temporary supports 1-7. The temporary support of the previous step can be removed after the temporary support of each step is assembled.
And (3) excavating the twelfth to sixteenth layers, firstly excavating C12-C16 retaining wall positions at branch points of local excavation, continuously driving the vertical section steel distribution beams after the local retaining wall is poured, wherein the horizontal distance deviation of the vertical section steel distribution beams is not more than 5cm, when the vertical section steel distribution beams are driven, sequentially adding temporary supports 12-16 and h-l at different positions with the same vertical height and the different horizontal distances as the temporary support 11 and the temporary support g, and withdrawing the temporary support of the previous step after the temporary support of each step is assembled. All the temporary supports are dismantled by arranging bracket fulcrums on the temporary supports, and then the jacks are utilized to jack the vertical section steel and then remove the cushion blocks to reserve gaps. After the pit is excavated to the designed elevation, a measurer measures the pit bottom to ensure the accuracy of the elevation.
The concrete of hunch seat foundation ditch is pour in layers, and the template is stood in the erector and is propped inboard, and when concrete placement was 50cm under the horizontal brace, utilize jack from top to bottom with erector to open the clearance, demolish the backing plate after, the interim support is hung out to the loop wheel machine to the pressure release jack then, analogizes and finishes demolising follow-up interim support, waits that the concrete strength is up to standard, demolishs the hunch seat template, pulls out the erector in proper order again.
The utility model provides a fill in stone and build island regional concrete support and trade to strut construction hunch seat basis method of digging, adopt curtain and back cover slip casting to handle and fill in the stone and build island region and prevent that the hunch seat foundation ditch from leaking, concrete dado is strutted simultaneously and is traded and strut the excavation, avoid big square fill in stone and build the island, the cost is saved, adopt the concrete dado, the construction is quick, it props and adopts jack application axial outside the foundation ditch constant force to prevent the hunch seat foundation ditch to warp to the hole through shaped steel trade, easy operation, safety and reliability, and area is little, do not have too many crisscross processes construction, and is fast and safe.
The invention is not limited to the above embodiments, and those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of the invention, and such equivalent modifications or substitutions are included in the scope defined by the claims of the present application.
Claims (9)
1. A method for replacing, supporting, excavating and constructing an arch center foundation by concrete supporting in a stone-filled island-building area is characterized by comprising the following steps of: the method comprises the following steps:
s1: filling stones to build an island, and grouting and stopping water around the foundation pit of the arch support;
s2: layering according to the designed elevation of the arch foundation pit, excavating layer by layer from top to bottom, wherein the arch foundation pit comprises a wall protecting layer and a retaining wall layer positioned at the lower end of the wall protecting layer, vertically excavating a first layer of wall protecting along the edge of the arch foundation pit, and after the first layer of wall protecting is completely excavated, installing reinforcing steel bars and pouring concrete; excavating a second layer of protective wall according to the excavation mode of the first layer of protective wall, installing a vertical distribution beam along the edge of the second layer of protective wall, and installing a first layer of temporary support;
s3: excavating a third layer of retaining wall, installing reinforcing steel bars and pouring concrete, installing vertical distribution beams at the edge of the third layer of retaining wall, installing a second layer of temporary supports, and removing the first layer of temporary supports after the installation is finished;
s4: step S3 is repeated until the wall protection layer is excavated;
s5: excavating a first layer of retaining wall, pouring concrete, installing a vertical distribution beam, installing a first layer of retaining wall temporary support, removing the temporary support of the bottommost retaining wall after the installation is finished, and installing a temporary support a below the first layer of retaining wall temporary support;
s6: excavating the adjacent six layers of retaining walls below, pouring concrete, driving into a vertical distribution beam, sequentially adding temporary supports 1-7 at different positions with the same vertical height and horizontal distance as the temporary support of the first layer of retaining wall, and simultaneously sequentially adding temporary supports b-g below the temporary support a, wherein the horizontal positions of the temporary supports b-g are consistent with the horizontal positions of the temporary supports 1-7;
s7: step S6 is circulated until the excavation of the retaining wall layer is finished;
s8: and (6) removing the temporary support.
2. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 1, which is characterized in that: in the step S1, curtain grouting and water stopping are combined with back grouting and water stopping, and ordinary cement-water glass double-liquid slurry is used as a grouting material, and the regional sequential sectional construction is adopted.
3. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 2, characterized in that: and grouting the outer side of the breast wall of the arch foundation pit by adopting a three-layer curtain grouting method, stopping water at the bottom of the arch foundation pit by adopting back cover grouting, performing curtain grouting firstly and performing back cover grouting later according to the principle that the water flows from the outside to the inside and flows from the inside to the depth.
4. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 1, which is characterized in that: the concrete strength grade of the wall protecting layer is C30; the concrete is intensively mixed in a mixing station, is produced according to the construction mixing proportion in advance, and needs to be vibrated and compacted during pouring.
5. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 1, which is characterized in that: and reinforcing steel bars between the adjacent wall protection layers need to be connected and fixed together.
6. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 5, characterized in that: and the lower end of the steel bar of the upper layer is made into an L shape, when the next layer is excavated, the bottom opening is cleaned, and meanwhile, the steel bar is recovered to be vertical and is connected with the steel bar of the next layer of the protective wall.
7. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 1, which is characterized in that: when the temporary supports are dismantled, brackets are welded above the vertical distribution beams, the vertical distribution beams are spread by applying axial jacking force by using a jack, the other inner support is installed, and the jack is plugged with a cushion block for compaction after applying pre-jacking force.
8. The method for replacing, supporting, excavating and constructing the arch foundation by concrete supporting in the stone-filled island-building area according to claim 7, characterized in that: when the temporary supports are dismantled, the temporary supports are dismantled by a crane after gaps are reserved in vertical distribution beams by arranging bracket fulcrums on the temporary supports and then using jacks to remove cushion blocks.
9. The method for replacing, supporting, excavating and constructing the arch center foundation by concrete supporting in the stone-filled island-building area according to claim 1, which is characterized in that: in step S6, the deviation of the horizontal distance between the vertical distribution beams is not greater than 5 cm.
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| CN201910743097.8A CN110863496B (en) | 2019-08-13 | 2019-08-13 | Method for replacing, supporting, excavating and constructing arch center foundation by concrete supporting in stone-filled island building area |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480623A (en) * | 1987-09-21 | 1989-03-27 | Yoshihiro Yonahara | Spacer for landslide protection wall construction |
| CN203229955U (en) * | 2013-03-24 | 2013-10-09 | 中铁二院工程集团有限责任公司 | Foundation pit enclosure structure allowing supporting while excavating |
| CN107268635A (en) * | 2017-07-07 | 2017-10-20 | 中铁大桥局集团第二工程有限公司 | Deep foundation pit supporting structure and construction method of the karst area adjacent to existing structure |
| CN109868746A (en) * | 2019-01-31 | 2019-06-11 | 中铁广州工程局集团桥梁工程有限公司 | A kind of entirety build-in type skewback foundation excavation method |
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2019
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480623A (en) * | 1987-09-21 | 1989-03-27 | Yoshihiro Yonahara | Spacer for landslide protection wall construction |
| CN203229955U (en) * | 2013-03-24 | 2013-10-09 | 中铁二院工程集团有限责任公司 | Foundation pit enclosure structure allowing supporting while excavating |
| CN107268635A (en) * | 2017-07-07 | 2017-10-20 | 中铁大桥局集团第二工程有限公司 | Deep foundation pit supporting structure and construction method of the karst area adjacent to existing structure |
| CN109868746A (en) * | 2019-01-31 | 2019-06-11 | 中铁广州工程局集团桥梁工程有限公司 | A kind of entirety build-in type skewback foundation excavation method |
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