CN217536985U - Foundation pit enclosure structure - Google Patents
Foundation pit enclosure structure Download PDFInfo
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- CN217536985U CN217536985U CN202123217575.3U CN202123217575U CN217536985U CN 217536985 U CN217536985 U CN 217536985U CN 202123217575 U CN202123217575 U CN 202123217575U CN 217536985 U CN217536985 U CN 217536985U
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 69
- 239000010959 steel Substances 0.000 claims abstract description 69
- 238000009412 basement excavation Methods 0.000 claims abstract description 37
- 238000011065 in-situ storage Methods 0.000 claims abstract description 34
- 238000000034 method Methods 0.000 claims abstract description 12
- 230000002093 peripheral effect Effects 0.000 claims abstract description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 22
- 230000005540 biological transmission Effects 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 14
- 238000003756 stirring Methods 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims 2
- 238000010276 construction Methods 0.000 abstract description 43
- 239000002689 soil Substances 0.000 abstract description 12
- 238000013461 design Methods 0.000 description 8
- 238000012423 maintenance Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 4
- 238000012986 modification Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 4
- 238000011161 development Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
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Abstract
The utility model provides a foundation pit retaining structure, include: the method comprises the following steps of firstly excavating a region and a later excavating region, wherein the later excavating region is positioned in the central region of a foundation pit, and the first excavating region is positioned in the peripheral region of the later excavating region; arranging a cast-in-situ bored pile and a triaxial mixing pile at the periphery of a prior excavation area, wherein the cast-in-situ bored pile and the triaxial mixing pile are arranged adjacently, and the triaxial mixing pile is arranged at the outer side of the cast-in-situ bored pile; the steel pipe piles are arranged on the periphery of the rear excavation area; and the upright pile is arranged between the steel pipe pile and the cast-in-situ bored pile. The utility model has the advantages of as follows: the construction quality is stable, and the pile forming quality of the pile foundation is good; the construction is convenient, the construction period is short, and the construction progress is fast; the building envelope has low construction cost, utilizes the reserved soil area and has greater economy; the construction feasibility and the operability are strong, and the adaptability to the site and similar stratums is strong.
Description
Technical Field
The utility model relates to a foundation ditch retaining structure.
Background
With the development of economy and science and technology, underground engineering is being developed on a large scale, the required performance is higher and higher, and the requirements on the research of deep soil bodies and the development and modification of underground spaces are higher and higher. The construction of underground building structures is undoubtedly ultimately dependent on the interaction of their structure with the surrounding geotechnical media. The foundation pit engineering creates conditions for the smooth construction of underground engineering, and the existing deep and large foundation pit support mode in soft soil areas mainly combines a plate type support system enclosure wall with a support structure. The process has the problems of large construction difficulty, large engineering quantity, high construction cost, poor enclosure effect and the like in the enclosure of deep and large foundation pits in soft soil areas.
The plate type supporting system supporting wall mainly comprises: underground continuous wall, cast-in-place pile row, section steel cement mixing pile, steel sheet pile and concrete sheet pile. The supporting structure mainly adopts steel supports, reinforced concrete supports or the combination of the steel supports and the reinforced concrete supports.
(1) The steel support system is a structural system formed by welding steel components or splicing bolts in a foundation pit. The foundation pit excavation method has the advantages of simple structure, relatively uniform node forms, high erection and dismantling speed, repeated and cyclic use and the like, but is mainly suitable for excavation of foundation pits with common excavation depth and regular shapes at present. The rigidity of the steel support is relatively small, and the unidirectional steel bar support is too long, so that the splicing nodes are more prone to accumulating to form large construction displacement, and the large-area foundation pit deformation control and the surrounding environment protection are not facilitated.
(2) The reinforced concrete support has the characteristics of high rigidity, good integrity, flexible planar arrangement form and the like. However, the supporting form of the device is often provided with the problems of dense supporting rod pieces, large engineering quantity, small unearthed space, low speed and the like. Meanwhile, the requirements on the management and technical capacity of construction units are relatively high.
(3) The steel and concrete combined support adopts a steel and concrete combined support form, and the characteristics of two materials are fully utilized, so that the support form is widely applied to engineering, but the complex support node has the defects of high construction difficulty in site, high construction cost, difficulty in controlling construction quality due to on-site pouring and maintenance, and certain limitation in the application range.
When the existing support form is used for a deep foundation pit in a deep soft soil area, the conventional arrangement of the supports and the columns according to the plane of the whole foundation pit is huge engineering quantity, and meanwhile, the construction period is long, the requirement on construction at the nodes is high, and the condition of stress concentration can be generated, so that the support structure is bent to generate large deflection deformation. Therefore, the method for designing and constructing the novel ultra-large-area foundation pit support in the deep soft soil area has very important engineering practical significance.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a foundation ditch envelope.
In order to solve the above problem, the utility model provides a foundation pit retaining structure, include:
the method comprises the following steps of firstly excavating a region and a later excavating region, wherein the later excavating region is positioned in the central region of a foundation pit, and the first excavating region is positioned in the peripheral region of the later excavating region;
arranging a cast-in-situ bored pile and a triaxial mixing pile at the periphery of a prior excavation area, wherein the cast-in-situ bored pile and the triaxial mixing pile are arranged adjacently, and the triaxial mixing pile is arranged at the outer side of the cast-in-situ bored pile;
the steel pipe piles are arranged on the periphery of the rear excavation area;
and the upright pile is arranged between the steel pipe pile and the cast-in-situ bored pile.
Further, among the above-mentioned foundation ditch envelope, still include:
the purlin is arranged on the inner side of the top of the cast-in-situ bored pile;
the concrete cap is arranged at the top of the steel pipe pile;
one end of the supporting beam is connected with the surrounding purlin, the other end of the supporting beam is connected with the reinforced concrete capping beam, and the middle of the supporting beam is connected with the top of the upright post pile.
Further, among the above-mentioned foundation ditch envelope, still include:
the profile steel force transmission belt is arranged on the side, close to the pre-excavation region, of the steel pipe pile;
one end of the foundation bottom plate is connected with one end of the cast-in-situ bored pile, and the other end of the foundation bottom plate is connected with the profile steel force transmission belt, wherein the foundation bottom plate is arranged at the lower part of the support beam in parallel;
the section steel trades and props, the section steel trades the one end that props with the bored concrete pile is connected, the section steel trades the other end that props with soleplate connects.
Compared with the prior art, the utility model discloses at first to a fender pile, interior support and excavation subregion arrange and carry out optimal design, support in order to replace the large tracts of land through the method that divides the hole in the foundation ditch setting more than 50m square staying native district. And then carrying out earth excavation of the prior area, and construction of a foundation slab and a support replacing structure. The horizontal inner support is then removed. And then performing the operations of earth excavation, steel pipe pile recovery, construction and maintenance of the foundation slab and the like of the later implementation area. And finally, completing the back construction of the basement structure and the dismantling work of the temporary support replacement.
The utility model has the advantages of as follows:
(1) The construction quality is stable, and the pile forming quality of the pile foundation is good;
(2) The construction is convenient, the construction period is short, and the construction progress is fast;
(3) The building envelope has low construction cost, utilizes the reserved soil area and has greater economy;
(4) The construction feasibility and the operability are strong, and the adaptability to the site and similar stratums is strong.
Drawings
Fig. 1 is a schematic plan view of a foundation pit supporting structure in an earth excavation stage of a foundation pit advanced region according to an embodiment of the present invention;
fig. 2 is a schematic plan view of a foundation pit supporting structure in an earth excavation stage of a post-foundation-pit implementation area of the present invention;
fig. 3 is a schematic view of the cross-sectional structure of the foundation pit of fig. 1 and 2;
wherein: 1. the cast-in-situ bored pile comprises a bored pile, 2 three-axis stirring piles, 3 steel pipe piles, 4 upright posts, 5 purlins, 6 reinforced concrete capping beams, 7 supporting beams, 8 excavation areas, 9 profile steel force transmission belts, 10 profile steel support changing, 11 foundation bottom plates, 12 excavation areas after soil is left in pits, 13 reinforced concrete force transmission belts, 14 basement one-layer floor slabs, 15 wall boards.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention more comprehensible, the present invention is described in detail with reference to the accompanying drawings and the following detailed description.
As shown in fig. 1-3, the utility model provides a construction method of foundation pit support structure, including:
step S1, dividing a foundation pit into a first excavation area 8 and a second excavation area 12, wherein the second excavation area is located in the central area of the foundation pit, and the first excavation area 8 is located in the peripheral area of the second excavation area 12;
s2, arranging a bored pile 1 and a triaxial mixing pile 2 which are adjacent to each other at the periphery of the excavation area 8, wherein the triaxial mixing pile 2 is arranged on the outer side of the bored pile 1; arranging a steel pipe pile 3 at the periphery of the rear excavation area; arranging a vertical column pile 4 in the area between the steel pipe pile 3 and the cast-in-situ bored pile 1;
in the method, a cast-in-situ bored pile 1, a triaxial mixing pile 2, a steel pipe pile 3 and a stand column pile 4 form a supporting wall,
s3, arranging a surrounding purlin 5 on the inner side of the top of the cast-in-situ bored pile 1, arranging a reinforced concrete capping beam 6 on the top of the steel pipe pile 3, connecting one end of a supporting beam 7 with the surrounding purlin 5, connecting the other end of the supporting beam 7 with the reinforced concrete capping beam 6, and connecting the middle part of the supporting beam 7 with the top of the upright pile 4;
after the earth is excavated to the bottom elevation positions of the enclosing purlin 5 to be formed, the reinforced concrete capping beam 6 and the horizontal inner support 7, a reinforced concrete horizontal inner support system consisting of the enclosing purlin 5, the supporting beam 7 and the reinforced concrete capping beam 6 is constructed, the steel-reinforced concrete horizontal inner support system is maintained to reach 80% of the design strength, the combined action of the earth-reserved rear excavation area 12, the steel pipe piles 3, the supporting beam 7 and the like is realized, and the peripheral cast-in-place piles 1 of the foundation pit are supported. Preferably, each node of the support wall and each node of the reinforced concrete horizontal inner support system are rigidly connected by adopting a mode of steel bar binding welding and concrete common pouring.
Step S4, firstly excavating earthwork of the area 8, after the earthwork of the area 8 is excavated to the elevation of the substrate, arranging a section steel force transfer belt 9 on the side, close to the area 8, of the steel pipe pile 3, connecting one end of a foundation bottom plate 11 and one end of the cast-in-situ bored pile with the cast-in-situ bored pile 1, and connecting the other end of the foundation bottom plate 11 and the section steel force transfer belt 9, wherein the foundation bottom plate 11 is arranged at the lower part of the support beam 7 in parallel;
after the construction of the surrounding purlin 5, the reinforced concrete capping beam 6 and the support 7 is finished and the maintenance reaches 80% of the design strength, earth excavation of an excavation-first area 8 at the lower layer can be carried out, and the earth is manually repaired at the local depths of a ground beam, a bearing platform and the like which are 30cm above the elevation of the pit bottom;
preferably, 1m wide construction joints are arranged on the foundation slab 11 and the steel pipe pile 3, and the section steel force transmission belt 9 is arranged in the construction joints;
preferably, one end of the section steel force transmission belt 9 is embedded in a steel bar of the foundation slab 11, the other end of the section steel force transmission belt is welded in the steel pipe pile 3, and then the concrete of the foundation slab 11 is poured to complete the connection between the foundation slab 11 and the steel pipe pile 3;
step S5, connecting one end of a section steel support changing 10 with the cast-in-situ bored pile 1, and connecting the other end of the section steel support changing 10 with the foundation slab 11;
after a support replacing system consisting of the section steel force transmission belt 9, the section steel support replacing 10 and the foundation bottom plate 11 is installed and constructed, the foundation bottom plate 11 is maintained to reach 100% of the design strength, and the supporting beam 7 can be conveniently detached in the follow-up process;
preferably, one end of the profile steel replacement support 10 is welded with a reinforcement cage hanging rib of the cast-in-situ bored pile 1, the other end of the profile steel replacement support 10 is embedded in the foundation slab 11, and then the foundation slab 11 is poured to complete the connection between the foundation slab 11 and the cast-in-situ bored pile 1;
preferably, during the concrete pouring of the foundation slab 11, the gap between the foundation slab 11 and the cast-in-situ bored pile 1 is filled with concrete of the same strength grade as that of the foundation slab 11;
s6, removing the horizontal support beams 7 and the vertical column piles 4, excavating the earthwork of the rear excavation area 12, removing the reinforced concrete capping beams 6, and removing the steel pipe piles 3;
here, after the maintenance foundation sole plate 11 reaches 100% of the design strength, the horizontal support beams 7 are removed.
Preferably, after the earthwork of the post-excavation area 12 is excavated to 1.5m above the ground surface, the reinforced concrete cap 6 is broken, and the steel pipe pile 3 is pulled out;
and S7, continuing to construct the basement structure: the method comprises the steps that a wall plate 15 is arranged on the side, close to a cast-in-situ bored pile 1, of a foundation bottom plate 11, one end of a first floor slab 14 of the basement is connected with the wall plate 15, one end of a reinforced concrete force transmission belt is connected with the cast-in-situ bored pile 1, the other end of the reinforced concrete force transmission belt 13 is connected with the first floor slab 14 of the basement and the wall plate 15 respectively, and the section steel support changing 10 is detached when the construction of the first floor slab 14 of the basement and the reinforced concrete force transmission belt 13 is completed and the maintenance reaches 100% of the design strength.
Here, a construction joint may be provided between the first poured foundation slab 11 and the later poured foundation slab.
The utility model discloses an eliminate when current support form is under construction to its adverse effect that produces of deep weak soil area super large area foundation ditch, carry out optimal design to excavation supporting structure and excavation scheme. The utility model discloses to deep weak soil area super large area foundation ditch, make enclosure effect reach the construction quality requirement, when to the foundation ditch effect reinforcing for the time limit for a project, save the cost.
The utility model discloses at first to a fender pile, interior support and excavation subregion arrange and carry out optimal design, support in order to replace the large tracts of land through the method that divides the hole in the foundation ditch setting more than 50m square soil remaining district. And then carrying out earth excavation of the advanced area, and construction of a foundation slab and a support replacing structure. The horizontal inner support is then removed. And then performing the works of earth excavation, steel pipe pile recovery, foundation slab construction and maintenance and the like of the later implementation area. And finally, completing the back construction of the basement structure and the dismantling work of the temporary support replacement.
The utility model has the advantages of as follows:
(1) The construction quality is stable, and the pile forming quality of the pile foundation is good;
(2) The construction is convenient, the construction period is short, and the construction progress is fast;
(3) The building envelope has low construction cost, utilizes the reserved soil area and has greater economy;
(4) The construction feasibility and the operability are strong, and the adaptability to the site and similar stratums is strong.
As shown in fig. 1-3, according to the utility model discloses an on the other hand still provides a foundation ditch envelope, include:
the method comprises the following steps of firstly excavating a region 8 and a later excavating region 12, wherein the later excavating region is located in the central region of a foundation pit, and the firstly excavating region 8 is located in the peripheral region of the later excavating region 12;
the cast-in-situ bored pile comprises a cast-in-situ bored pile 1 and a triaxial mixing pile 2 which are arranged on the periphery of an excavation area 8, wherein the cast-in-situ bored pile 1 and the triaxial mixing pile 2 are arranged adjacently, and the triaxial mixing pile 2 is arranged on the outer side of the cast-in-situ bored pile 1;
the steel pipe pile 3 is arranged on the periphery of the rear excavation area;
and the upright post pile 4 is arranged between the steel pipe pile 3 and the cast-in-situ bored pile 1.
The utility model discloses an in the foundation ditch envelope structure embodiment, still include:
the purlin 5 is arranged on the inner side of the top of the cast-in-situ bored pile 1;
a concrete cap 6 arranged on the top of the steel pipe pile 3;
one end of the supporting beam 7 is connected with the surrounding purlin 5, the other end of the supporting beam 7 is connected with the reinforced concrete capping beam 6, and the middle of the supporting beam 7 is connected with the top of the upright post pile 4.
The utility model discloses an in the foundation ditch envelope structure embodiment, still include:
the section steel force transmission belt 9 is arranged on the side, close to the excavation region 8, of the steel pipe pile 3;
one end of the foundation slab 11 is connected with one end of the cast-in-situ bored pile 1, and the other end of the foundation slab 11 is connected with the profile steel force transmission belt 9, wherein the foundation slab 11 is arranged on the lower part of the support beam 7 in parallel;
the section steel trades and props, the section steel trades the one end that props 10 with bored concrete pile 1 is connected, the section steel trades the other end that props 10 with soleplate 11 is connected.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other.
It will be apparent to those skilled in the art that various changes and modifications may be made in the invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (7)
1. A foundation pit support structure is characterized by comprising:
the method comprises the following steps of firstly excavating a region and a later excavating region, wherein the later excavating region is positioned in the central region of a foundation pit, and the first excavating region is positioned in the peripheral region of the later excavating region;
arranging a cast-in-situ bored pile and a triaxial stirring pile at the periphery of a prior excavation area, wherein the cast-in-situ bored pile and the triaxial stirring pile are arranged adjacently, and the triaxial stirring pile is arranged on the outer side of the cast-in-situ bored pile;
the steel pipe piles are arranged on the periphery of the rear excavation area;
and the upright pile is arranged between the steel pipe pile and the cast-in-situ bored pile.
2. The foundation pit enclosure of claim 1 further comprising:
and the purlin is arranged on the inner side of the top of the cast-in-situ bored pile.
3. The foundation pit enclosure of claim 2 further comprising:
and the reinforced concrete capping beam is arranged at the top of the steel pipe pile.
4. The foundation pit enclosure of claim 3 further comprising:
one end of the supporting beam is connected with the surrounding purlin, the other end of the supporting beam is connected with the reinforced concrete capping beam, and the middle of the supporting beam is connected with the top of the upright post pile.
5. The foundation pit enclosure of claim 4 further comprising:
and the section steel force transmission belt is arranged on the side, close to the excavation region, of the steel pipe pile.
6. The foundation pit enclosure of claim 5 further comprising:
the one end of soleplate, soleplate with drilling bored concrete pile one end with drilling bored concrete pile connects, soleplate's the other end with shaped steel biography power area is connected, wherein, soleplate parallel arrangement in the lower part of a supporting beam.
7. The foundation pit enclosure of claim 6 further comprising:
the section steel trades and props, the section steel trades the one end that props with the bored concrete pile is connected, the section steel trades the other end that props with soleplate connects.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123217575.3U CN217536985U (en) | 2021-12-21 | 2021-12-21 | Foundation pit enclosure structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123217575.3U CN217536985U (en) | 2021-12-21 | 2021-12-21 | Foundation pit enclosure structure |
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| CN217536985U true CN217536985U (en) | 2022-10-04 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114263185A (en) * | 2021-12-21 | 2022-04-01 | 上海市建工设计研究总院有限公司 | Foundation pit support structure and construction method thereof |
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2021
- 2021-12-21 CN CN202123217575.3U patent/CN217536985U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114263185A (en) * | 2021-12-21 | 2022-04-01 | 上海市建工设计研究总院有限公司 | Foundation pit support structure and construction method thereof |
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