CN217419736U - Compensation type construction structure for underground engineering construction - Google Patents
Compensation type construction structure for underground engineering construction Download PDFInfo
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- CN217419736U CN217419736U CN202221244360.2U CN202221244360U CN217419736U CN 217419736 U CN217419736 U CN 217419736U CN 202221244360 U CN202221244360 U CN 202221244360U CN 217419736 U CN217419736 U CN 217419736U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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Abstract
The utility model belongs to the technical field of the foundation ditch engineering technique and specifically relates to a compensation formula construction structures for underground works is built, this construction structures include the steel jacket case, the steel jacket case covers treat the scope of construction of building the structure, the bottom of steel jacket case is provided with central reinforcing area, central reinforcing area is provided with the anchor pile, the anchor pile sets up existing underground structure's both sides, connect through setting up anchor slab roof beam at the top between the anchor pile and constitute gate-type frame structure, the steel jacket incasement portion is pouring into appropriate mud into according to the volume of fetching earth, produces equitable pressure compensation to the district of not excavating. The utility model has the advantages that: a watertight layer is formed by combining a basement stratum reinforcing area with seam sealing of a jet grouting pile, and the load pressure generated by the watertight layer is controlled by combining the level of slurry in a steel sleeve box, so that the stratum stress of the position of an existing underground structure is kept unchanged.
Description
Technical Field
The utility model belongs to the technical field of the foundation ditch engineering technique and specifically relates to a compensation formula construction structures for underground works is built.
Background
At present, underground engineering is developed vigorously along with the process of urbanization in China, and underground space resources are increasingly tense due to different engineering planning and construction time sequences; when the foundation pit is excavated above the constructed underground structure, a series of problems of anti-floating of the existing underground structure and rebound and floating of stratum are inevitably caused, and potential safety hazards in operation and use are brought to the existing underground structure; the current mainstream construction technology is as follows: the method is characterized in that the stratum is reinforced, and then the foundation pit is excavated in small blocks so as to reduce the influence of construction on the existing underground structure, but the process still has the problems of anti-floating and rebound floating caused by stratum exposure within a certain period of time inevitably in the excavation process; secondly, because the depth of the space enclosing structure at the position is limited due to the existence of the existing underground structure, the space enclosing structure is not easy to satisfy the stability calculation, and moreover, the block excavation causes numerous seams, the construction is difficult and the stress is not good. Based on this, an effective technical solution is urgently needed to solve a series of problems encountered in the construction of underground engineering caused by the existence of underground structures.
Disclosure of Invention
The utility model aims at providing a compensation formula construction structures for underground works is built according to above-mentioned prior art not enough, utilize the central authorities of foundation ditch bottom to consolidate the district and seal the seam and consolidate the district and form the impervious bed, constantly adjust mud liquid level height in the excavation process simultaneously, with this compensation because the excavation leads to existing underground structures position stratum stress loss, thereby realize that upper portion excavation borrow operation does not produce the uninstallation to the stratum below basically, and then make the existing construction of underground build and use by normal operation.
The utility model discloses the purpose is realized accomplishing by following technical scheme:
the utility model provides a compensation formula construction structures for underground works is built which characterized in that: the steel jacket box is used for excavating and constructing above the existing underground structure and waiting to build the structure, the existing underground structure is subjected to stress compensation, the construction structure comprises a steel jacket box, the steel jacket box covers the construction range of the structure to be built, the bottom of the steel jacket box is provided with a central reinforcing area, an anchor pile is arranged in the central reinforcing area, the anchor pile is arranged on two sides of the existing underground structure, the anchor pile is connected through an anchor plate beam arranged at the top to form a portal frame structure, and slurry is injected into the steel jacket box in a quantitative mode after soil taking.
A plurality of anchor piles are arranged along the extending direction interval of the existing underground structure on the two sides of the existing underground structure, and two anchor piles corresponding to the two sides are connected through the anchor plate beams to form the portal frame structure, so that the periphery of the existing underground structure is provided with a plurality of portal frame structures.
And the main reinforcement of the anchor pile and the reinforcement cage of the anchor plate beam are arranged in an inserting manner, so that the anchor pile and the anchor plate beam are connected to form an integral structure.
A gap is reserved between the central reinforcing area and the positioning inner contour line of the steel sleeve box, and a seam sealing reinforcing area is arranged at the gap position.
An inner support is arranged in the steel sleeve box.
And a plurality of positioning anti-sinking supporting legs are arranged on the periphery of the steel jacket box and are positioned on the ground surface.
A construction method related to the compensation type construction structure for underground engineering construction is characterized in that: when the structure to be built is a cast-in-place structure, the construction method comprises the following steps:
constructing a central reinforcing area above the existing underground structure;
constructing a plurality of anchor piles within the range of the central reinforcing area, wherein the anchor piles are respectively positioned on two sides of the existing underground structure;
pressing and sinking the steel sleeve box into soil to a designed elevation;
constructing a jet grouting pile sealing seam at a position between the steel casing box and the central reinforcing area;
injecting slurry into the steel sleeve box at the side of taking soil, wherein the injection amount of the slurry is determined according to the calculation of the soil taking and unloading amount until the soil is dug to the bottom of the anchor plate beam;
constructing anchor plate beams in a cast-in-place mode to connect anchor piles to form a portal frame structure;
after the concrete of the anchor plate beam reaches the design strength, gradually pumping and discharging the slurry in the steel sleeve box, and simultaneously erecting an inner support in the steel sleeve box;
after the pumping and discharging of the slurry are finished, the structure to be built can be constructed;
and drawing the steel sleeve box, and filling and grouting in the left gap.
A construction method related to the compensation type construction structure for underground engineering construction is characterized in that: when the structure to be built is a prefabricated part, the construction method comprises the following steps:
constructing a central reinforcing area above the existing underground structure;
pressing and sinking the steel sleeve box into soil to a designed elevation;
constructing a jet grouting pile sealing seam at a position between the steel casing box and the central reinforcing area;
injecting slurry at the inner side soil taking edge of the steel sleeve box, wherein the injection amount of the slurry is determined according to the soil taking and unloading amount in a calculation mode until the construction reaches the designed elevation of the pit bottom;
lowering the structure to be built of the prefabricated part to a design position;
grouting and filling the underfloor of the structure to be built;
pumping the slurry to a position below a top plate of the structure to be built, filling underwater concrete in a gap between the structure to be built and the steel sleeve box, and backfilling and covering soil above the structure to be built;
and drawing the steel sleeve box, and filling and grouting in the left gap.
The utility model has the advantages that:
1) the method solves the problem of space-time exposure under the zero-stress state of the stratum at the bottom of the foundation pit, ensures that the stratum stress at the position of the existing underground structure is unchanged, and effectively controls the floating condition of the existing underground structure.
2) Under the stress compensation state, a good portal frame ballast system is formed through the anchor plate beams and the anchor piles, and the deformation of the existing underground structure is effectively controlled; meanwhile, the foundation stratum is reinforced to improve the soil strength of the rebound area, so that the stress of the anchor plate beam is more sufficient.
3) The subsequent upper part structure main body to be built can be integrally constructed, so that the problems of multiple construction steps and numerous construction joints and steel bar joints caused by small blocks are avoided, and the rapid construction is facilitated; and meanwhile, the stress safety and the waterproof firmness of the upper part structure main body to be built are ensured.
4) The steel sleeve box is good in overall stability, and the problem that the traditional foundation pit support structure is insufficient in overall stability due to the fact that the insertion depth is shallow due to the fact that the traditional foundation pit support structure is limited by existing underground structures is solved.
5) The steel sleeve box is simple to manufacture, high in strength, easy to be pressed like soil in a static manner, and good in economical efficiency, and can be drawn and recycled.
Drawings
Fig. 1 is a schematic plan view of an application scene of the present invention;
FIG. 2 is a schematic sectional view taken along line A-A of FIG. 1;
FIG. 3 is a schematic cross-sectional view taken along line B-B in FIG. 1;
FIG. 4 is a flow chart of the construction process suitable for cast-in-place operation of the present invention;
fig. 5 is a flowchart of the procedure of the present invention for constructing the prefabricated components.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the accompanying drawings to facilitate understanding by those skilled in the art:
as shown in fig. 1-5, the labels 1-15 are respectively shown as: the construction method comprises the following steps of a steel jacket box 1, slurry 2, positioning anti-sinking supporting legs 3, a central reinforcing area 4, a seam sealing reinforcing area 5, anchor piles 6, anchor plate beams 7, inner supports 8, an existing underground structure 9 and a structure to be built 10.
The embodiment is as follows: referring to fig. 1 to 3, the compensation type construction structure for underground engineering construction according to the present embodiment is used for compensating stress of an existing underground structure 9 when a structure to be constructed 10 is excavated and constructed above the existing underground structure 9, and maintaining a formation stress at a position of the existing underground structure 9 to control deformation of the existing underground structure 9.
With reference to fig. 1 to 3, the steel casing box 1 is included, and the steel casing box 1 is used as an enclosure of a pit wall of a foundation pit to cover a construction range of a structure 10 to be built, so that the structure 10 to be built is enclosed in the steel casing box 1. The bottom of the steel jacket box 1 is provided with a central reinforcing area 4, a plurality of anchor piles 6 are arranged in the central reinforcing area 4, and the anchor piles 6 are arranged on two sides of the existing underground structure 9 at intervals along the extending direction of the existing underground structure 9; the tops of two anchor piles 6 corresponding to the two sides are connected by arranging anchor plate beams 7 to form a portal frame structure, so that a plurality of portal frame structures are arranged on the periphery of the existing underground structure 9. As shown in fig. 1, four door frame structures are disposed on the periphery of the underground structure 9, and the door frame structures can play a role in resisting floating pressure and weight.
In this embodiment, the main reinforcement of anchor pile 6 constitutes to alternate with the steel reinforcement cage of anchor slab roof beam 7 and arranges, when anchor slab roof beam 7 is when concreting, can together pour including the main reinforcement of anchor pile 6 to make anchor pile 6 and anchor slab roof beam 7 be connected and constitute overall structure, anchor pile 6 can effectively provide the pulling force for anchor slab roof beam 7, and the portal frame overall structure stability that both constitute is strong, can further effectively control the ascending displacement of existing underground structure 9.
As shown in fig. 2, the inside of the steel casing 1 is filled with a fixed amount of mud 2 after taking out the earth, and the steel casing 1 serves as a mud storage structure which can prevent the mud from leaking into the surrounding strata. The injection amount of the mud 2 is reacted through the height of the liquid level of the mud, and the injection amount of the mud 2 is controlled to generate proper ballast so as to compensate the formation stress loss in the excavation process of the foundation pit, so that the formation stress is basically maintained in an original state, in particular to the formation where the existing underground structure 9 is located. Meanwhile, the loss of underground water is prevented by utilizing the characteristic that the mud 2 can form a mud film.
As shown in fig. 2 or fig. 3, a gap is left between the central reinforcing area 4 and the positioning inner contour line of the steel pouring jacket 1, a seam sealing reinforcing area 5 is arranged at the gap, and the seam sealing reinforcing area 5 can be sealed by using a jet grouting pile.
As shown in fig. 1, after the slurry 2 is pumped and discharged from the steel casing 1, an inner support 8 is erected inside the steel casing 1 to ensure the structural strength of the steel casing 1 and the enclosure effect of the steel casing on the foundation pit.
As shown in fig. 1 to 3, a plurality of positioning anti-sinking legs 3 are arranged on the periphery of the steel pouring jacket 1, and the positioning anti-sinking legs 3 are positioned on the ground surface, so that the depth of the steel pouring jacket 1 entering the soil can be positioned on one hand, and the steel pouring jacket 1 can be prevented from penetrating and sinking on the other hand.
In this embodiment, when the structure 10 to be built is a cast-in-place structure or a prefabricated component, two different construction methods are adopted, which are specifically as follows:
as shown in fig. 4, when the structure 10 to be built is a cast-in-place structure:
1) the steel sleeve box 1 is manufactured by welding steel plates with proper thickness, the bottom of the steel sleeve box 1 is provided with a slope blade foot so as to be convenient for the steel sleeve box to sink into the soil, and a plurality of positioning anti-sinking supporting legs 3 are welded and arranged at proper positions on the periphery of the waist of the steel sleeve box 1.
2) Constructing a central reinforcing area 4, wherein a clearance of 300-500mm is reserved between the peripheral area of the central reinforcing area 4 and the positioning inner contour line of the steel sleeve box 1.
3) And constructing the anchor pile 6, wherein no stirrup is arranged at the part of the reinforcement cage of the anchor pile 6 above the base, and the main reinforcement is higher than the ground.
4) And positioning the steel sleeve box 1 and sinking the soil to the designed elevation.
5) And constructing a jet grouting pile between the steel sleeve box 1 and the central reinforcing area 4 to serve as a seam sealing reinforcing area 5, so that the slurry 2 is prevented from leaking. Meanwhile, the joint sealing reinforcing area 5 and the central reinforcing area 4 jointly form a waterproof layer, so that the soil body can be reinforced, and the force transmission between the anchor plate beam 7 and the soil body which is not reinforced at the lower part is reliable and uniform; meanwhile, the water gushes caused by underground water can be avoided.
6) And (3) taking soil and injecting the slurry 2 into the steel sleeve box 1, wherein the liquid level height (injection amount) of the slurry 2 is determined according to the soil taking and unloading amount in a calculation mode until the soil is dug to the bottom of the anchor plate beam 7.
7) And (3) lowering the steel reinforcement cage of the anchor plate beam 7, wherein the steel reinforcement cage of the anchor plate beam 7 and the main reinforcement of the anchor pile 6 are arranged in an inserting manner, and pouring the concrete of the anchor plate beam 7 underwater to enable the anchor plate beam 7 and the anchor pile 6 to form a portal frame structure.
8) After the concrete of the anchor slab beam 7 reaches the design strength, gradually pumping and discharging the slurry 2 in the steel pouring jacket, and erecting an inner support 8 while pumping and discharging the slurry 2; and (4) cleaning the bottom after the pumping and discharging of the slurry 2 are finished, making a cushion layer, preventing water, constructing a main body of the to-be-built structure 10, and backfilling and earthing.
9) And (4) drawing the steel sleeve box 1, grouting and supplementing the remained gap, and finishing construction operation.
As shown in fig. 5, when the structure 10 to be built is a prefabricated member:
1) prefabricating a structure 10 to be erected on the ground
2) The same method is adopted to manufacture the steel pouring jacket 1 and the bottom slope edge foot and the positioning anti-sinking supporting leg 3 thereof.
3) Constructing a central reinforcing area 4, wherein a clearance of 300-500mm is reserved between the peripheral area of the central reinforcing area 4 and the positioning inner contour line of the steel sleeve box 1.
4) And positioning the steel sleeve box 1 and sinking the soil to the designed elevation.
5) And constructing a joint sealing reinforcing area 5.
6) And (3) injecting the slurry 2 at the soil taking edge in the steel sleeve box, and calculating and determining the liquid level height of the slurry 2 according to the soil taking and unloading amount until the construction reaches the designed elevation of the pit bottom.
7) Dredging the pit bottom, leveling, arranging a plurality of grouting hoses, hoisting the structure to be built 10 and lowering the structure to the designed position; grouting and filling the bottom plate of the structure 10 to be built; pumping and discharging the slurry 2 to the position below a top plate of the structure 10 to be built, filling underwater concrete in a gap between the side edge of the structure 10 to be built and the steel sleeve box 1, and backfilling and covering soil on the top plate.
8) And (4) drawing the steel sleeve box 1, grouting and supplementing the remained gap, and finishing construction operation.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, the description thereof is not repeated herein.
Claims (6)
1. The utility model provides a compensation formula construction structures for underground works is built which characterized in that: the steel jacket box is used for excavating and constructing above the existing underground structure and waiting for building the structure, the existing underground structure is subjected to stress compensation, the construction structure comprises a steel jacket box, the steel jacket box covers the construction range of the structure to be built, the bottom of the steel jacket box is provided with a central reinforcing area, an anchor pile is arranged in the central reinforcing area, the anchor pile is arranged on two sides of the existing underground structure, the anchor pile is connected through an anchor plate beam arranged at the top to form a portal frame structure, and slurry is injected into the steel jacket box according to the soil taking amount.
2. The compensating construction structure for underground works according to claim 1, wherein: a plurality of anchor pile follows the extending direction interval arrangement of existing underground structure is in the both sides of existing underground structure are located and pass through between two anchor piles that both sides are corresponding the anchor slab roof beam is connected and is constituted portal frame structure makes the periphery of existing underground structure is provided with a plurality of portal frame structure.
3. A compensating construction structure for underground works according to claim 1 or 2, characterized in that: and the main reinforcement of the anchor pile and the reinforcement cage of the anchor plate beam are arranged in an inserting manner, so that the anchor pile and the anchor plate beam are connected to form an integral structure.
4. The compensating construction structure for underground works according to claim 1, wherein: a gap is reserved between the central reinforcing area and the positioning inner contour line of the steel sleeve box, and a seam sealing reinforcing area is arranged at the gap position.
5. The compensating construction structure for underground works according to claim 1, wherein: an inner support is arranged in the steel sleeve box.
6. The compensating construction structure for underground works according to claim 1, wherein: and a plurality of positioning anti-sinking supporting legs are arranged on the periphery of the steel jacket box and are positioned on the ground surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221244360.2U CN217419736U (en) | 2022-05-23 | 2022-05-23 | Compensation type construction structure for underground engineering construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221244360.2U CN217419736U (en) | 2022-05-23 | 2022-05-23 | Compensation type construction structure for underground engineering construction |
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| CN217419736U true CN217419736U (en) | 2022-09-13 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114775687A (en) * | 2022-05-23 | 2022-07-22 | 中铁上海设计院集团有限公司 | Compensation type construction structure for underground engineering construction and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114775687A (en) * | 2022-05-23 | 2022-07-22 | 中铁上海设计院集团有限公司 | Compensation type construction structure for underground engineering construction and construction method thereof |
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