CN220565238U - Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit - Google Patents
Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit Download PDFInfo
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- CN220565238U CN220565238U CN202321853209.3U CN202321853209U CN220565238U CN 220565238 U CN220565238 U CN 220565238U CN 202321853209 U CN202321853209 U CN 202321853209U CN 220565238 U CN220565238 U CN 220565238U
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- 238000012876 topography Methods 0.000 claims abstract description 63
- 239000002689 soil Substances 0.000 claims abstract description 26
- 238000004873 anchoring Methods 0.000 claims abstract description 7
- 238000007569 slipcasting Methods 0.000 description 12
- 238000005553 drilling Methods 0.000 description 8
- 238000010276 construction Methods 0.000 description 7
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 239000002699 waste material Substances 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 3
- 210000001624 hip Anatomy 0.000 description 2
- 241000282326 Felis catus Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011796 hollow space material Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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Abstract
The utility model belongs to the technical field of constructional engineering, and particularly relates to a pile anchor and inner support combined support system suitable for a large-height-difference deep foundation pit; the pile protection support structure is fixedly connected with the second pile protection support structure through a concrete support beam; the first pile protection supporting structure is provided with a plurality of groups of pre-stress anchor cables, the anchoring sections of the pre-stress anchor cables are anchored in soil layers outside the high topography side of the deep foundation pit, and the free sections of the pre-stress anchor cables of each group are fixed on the first pile protection supporting structure; the deformation of soil layers outside the high topography side of the deep foundation pit is effectively resisted through the mutual cooperation of the anchor rope fixing and the inner support, and the technical problem that the supporting reliability and the engineering cost cannot be considered when the existing deep foundation pit supporting system is applied to the deep foundation pit with large height difference change on two sides is solved.
Description
Technical Field
The utility model belongs to the technical field of constructional engineering, and particularly relates to a pile anchor and inner support combined support system suitable for a large-height-difference deep foundation pit.
Background
Generally, a deep foundation pit is an engineering in which the depth of excavation is 5 m or more, or the depth is not more than 5 m, but the geological conditions, the surrounding environment and the underground pipeline are particularly complicated. In the process of excavating the foundation pit downwards from the ground, temporary supporting, reinforcing, groundwater control and other measures are taken for the foundation pit in order to ensure the construction safety of the underground main structure and the safety of surrounding environments.
According to different structures, the common deep foundation pit supporting system mainly comprises a pile supporting system, a pile anchor system, a double-row pile system, an underground continuous wall system and the like. For urban areas with dense buildings, the pile supporting system has small influence on surrounding environment deformation, can be used for foundation pits with different depths and different soil conditions, is widely applied to deep foundation pit engineering, is arranged to be a symmetrical supporting structure, and is limited in application when the foundation pit is located in a stratum with large height difference change.
When the existing pile bracing system is used for a deep foundation pit with larger height difference change on two sides, under the condition of maintaining original topography, the height of a pile protection supporting structure on the high topography side of the deep foundation pit can be higher than that of a pile protection supporting structure on the low topography side of the deep foundation pit, so that the pile protection supporting structure on the high topography side of the low topography side of the deep foundation pit cannot be stably supported, a soil layer on the outer side of the high topography side of the deep foundation pit can be greatly deformed, in order to solve the problem, the soil layer on the outer side of the high topography side of the deep foundation pit is required to be filled or excavated, so that the height difference between the pile protection supporting structures on the high and low sides of the deep foundation pit can be eliminated, the pile protection supporting structures on the two sides can be symmetrically arranged, stable supports are provided for each other, but the ground filling on the outer side of the deep foundation pit can cause great increase of supporting engineering quantity and earthwork quantity, a certain resource is wasted, and the soil layer on the outer side of the high topography side of the deep foundation pit can influence the soil layer on the outer side of the high topography side of the deep foundation pit or the deep foundation pit on the outer side of the high topography side of the deep foundation pit.
The existing pile anchor system is usually arranged on the high topography side of the deep foundation pit, and only depends on the anchor cable and the supporting piles to resist the deformation of the high topography side of the foundation pit, when the road foundation or the building foundation is adjacent to the upper side of the high topography side of the foundation pit, the existing pile anchor system is difficult to meet the deformation resistance requirement of the high topography side of the deep foundation pit. While the double-row pile system and the underground continuous wall system can improve the reliability of the support, the double-row pile system and the underground continuous wall system can greatly increase the support engineering quantity and increase the support cost.
Based on the reasons, when the existing deep foundation pit supporting system is applied to a deep foundation pit with large height difference change at two sides, the application of the system is often limited, and the supporting reliability and the engineering cost cannot be considered; the technical problems of greatly increasing the supporting engineering quantity, increasing the supporting cost or affecting the structural safety of the existing buildings or the existing roads on the ground on the outer side of the high topography side of the deep foundation pit exist.
Disclosure of Invention
In order to solve the defects in the prior art, the utility model provides the pile anchor and inner support combined support system suitable for the deep foundation pit with large height difference, so that the problem that the application of the existing deep foundation pit support system is limited when the existing deep foundation pit support system is applied to the deep foundation pit with large height difference change at two sides, and the support reliability and the engineering cost cannot be considered; the technical problems of greatly increasing the supporting engineering quantity, increasing the supporting cost or affecting the structural safety of the existing buildings or the existing roads on the ground on the outer side of the high topography side of the deep foundation pit exist.
In order to achieve the above purpose, the technical scheme of the utility model is as follows: the pile anchor and inner support combined support system suitable for the deep foundation pit with large height difference comprises a first pile protection support structure arranged on the high topography side of the deep foundation pit and a second pile protection support structure arranged on the low topography side of the deep foundation pit, wherein the first pile protection support structure and the second pile protection support structure are fixedly connected through a concrete support beam;
the pile protection supporting structure is characterized in that a plurality of groups of pre-stressed anchor cables are arranged on the first pile protection supporting structure, the anchoring sections of the pre-stressed anchor cables are anchored in soil layers outside the high relief side of the deep foundation pit, and the free sections of the pre-stressed anchor cables are fixed on the first pile protection supporting structure.
According to the technical scheme, the first pile protection supporting structure and the second pile protection supporting structure form an inner support through the concrete supporting beam, meanwhile, the first pile protection supporting structure can form an integral stress system with the soil layer on the outer side of the high topography side of the deep foundation pit through the anchor cable, so that when the combined pile anchor and inner support supporting system suitable for the deep foundation pit with large height difference is used for the deep foundation pit with large height difference change on two sides, the deformation of the soil layer on the outer side of the high topography side of the deep foundation pit can be effectively resisted through the mutual matching of anchor cable fixing and the inner support, compared with the existing pile supporting system and pile anchor system, the pile protection supporting structure is reasonable in stress, high in safety and stability, convenient to implement, capable of maintaining the original topography unchanged, free from increasing supporting engineering quantity and capable of avoiding resource waste; the problem that when the existing deep foundation pit supporting system is applied to a deep foundation pit with large height difference change at two sides, the application of the existing deep foundation pit supporting system is often limited, and the supporting reliability and the engineering cost cannot be considered; the technical problems of greatly increasing the supporting engineering quantity, increasing the supporting cost or affecting the structural safety of the existing buildings or the existing roads on the ground on the outer side of the high topography side of the deep foundation pit exist.
Preferably, the fixing position of the free sections of the prestressed anchor cables of each group on the first pile support structure is not lower than the height of the concrete support beam.
Further, the first pile protection supporting structure comprises a plurality of first supporting piles which are vertically arranged on the high topography side of the deep foundation pit in parallel; and pile tops of two adjacent first support piles are connected through a first crown beam.
Further, the first pile protection supporting structure further comprises an enclosing purlin, the waist parts of two adjacent first support piles are connected through the enclosing purlin, and the enclosing purlin is fixedly connected with the second pile protection supporting structure through the concrete supporting beam.
Further, at least a plurality of groups of free sections of the prestressed anchor cables are fixed on the enclosing purlin, and each group of the prestressed anchor cables fixed on the enclosing purlin is fixed on the enclosing purlin at intervals along the extending direction of the enclosing purlin.
In another technical scheme, the free sections of the pre-stressed anchor cables of each group are fixed on the first support piles, and at least one group of pre-stressed anchor cables is arranged on each first support pile.
In another technical scheme, at least a plurality of groups of free sections of the pre-stressed anchor cables are fixed on the first crown beam, and each group of the pre-stressed anchor cables fixed on the first crown beam is fixed on the first crown beam at intervals along the extending direction of the first crown beam.
Further, the enclosing purlin of the first pile protection supporting structure, the first supporting pile and the free section of the first crown beam corresponding to the prestressed anchor cable are pre-buried to be provided with PVC pipes, and the PVC pipes are used for enabling the free section of the prestressed anchor cable to pass through the enclosing purlin, the first supporting pile or the first crown beam where the free section of the prestressed anchor cable is located.
The PVC pipe is pre-buried through the surrounding purlin, the first support pile or the free section corresponding to the prestressed anchor cable on the first crown beam, so that the surrounding purlin, the first support pile or the first crown beam structure is prevented from being damaged or damaged to the surrounding purlin, the first support pile or the main rib of the first crown beam due to the anchor cable drilling construction.
Further, after the free section of the prestressed anchor cable passes through the PVC pipe, the tail end of the free section is fixed on the surrounding purlin, the first support pile or the first crown beam through anchor heads.
Furthermore, the prestressed anchor cable is a hollow grouting anchor cable.
By adopting the hollow grouting anchor cable, the grouting pipe can extend into the anchor cable drilling hole through the hollow space of the hollow grouting anchor cable, so that the anchoring section of the prestressed anchor cable is convenient for anchoring grouting in the soil layer at the outer side of the high topography side of the deep foundation pit.
Further, the second pile support structure comprises a plurality of second support piles which are vertically arranged on the low topography side of the deep foundation pit in parallel; the pile tops of two adjacent second support piles are connected through a second crown beam, and the second crown beam is fixedly connected with the first pile support structure through a concrete support beam.
Drawings
In order to more clearly illustrate the technical solutions of the present utility model, the drawings that are needed in the embodiments will be briefly described below, it being obvious that the drawings in the following description are only some embodiments of the present utility model, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic left-hand view of a prior art pile support system in maintaining in-situ terrain;
FIG. 2 is a schematic left-hand view of a prior art pile support system in digging out soil layers outside the high relief side of a deep foundation pit;
FIG. 3 is a schematic left-hand view of a prior art pile bracing system in filling the ground outside the low relief side of a deep foundation pit;
FIG. 4 is a left side view of a combined pile anchor and inner support system suitable for use in a large-level-difference deep foundation pit in an embodiment;
FIG. 5 is a top view block diagram of a pile anchor and inner support combined support system suitable for use in a large-level-difference deep foundation pit in an embodiment;
fig. 6 is a schematic view of an anchoring structure of the anchor line and the first support pile in the embodiment.
The pile protection system comprises a 1-first pile protection supporting structure, a 2-second pile protection supporting structure, a 3-supporting beam, 4-prestressed anchor cables, 5-anchor heads, 6-concrete cushion piers, 7-concrete anchor heads, 8-grouting pipes, 9-cement mortar, 10-existing road pile board retaining walls, 11-existing roads, 12-high topography side pile protection supporting structures and 13-low topography side pile protection supporting structures, wherein the first pile protection supporting structures are arranged on the ground;
1.1-first supporting piles, 1.2-first crown beams and 1.3-enclosing purlins;
1.1.1-PVC pipe;
1.3.1-concrete purlin; 1.3.2-steel purlin;
2.1-second support piles, 2.2-second crown beams;
3.1-concrete supporting beams, 3.2-steel supporting beams;
4.1-hollow grouting anchor cable.
Detailed Description
The following description of the embodiments of the present utility model will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the examples described are only some, but not all, examples of the present utility model.
As shown in fig. 1, when the existing pile support system is used in a deep foundation pit with a large change in height difference at two sides, under the condition of maintaining original topography, the height of the pile support structure 12 at the high topography side of the deep foundation pit is higher than that of the pile support structure 13 at the low topography side of the deep foundation pit, so that the pile support structure 13 at the low topography side cannot stably support the pile support structure 12 at the high topography side, the soil layer at the outer side of the high topography side of the deep foundation pit is greatly deformed, that is, in fig. 1, the soil layer between the outer side of the high topography side of the deep foundation pit and the outer side of the existing road pile retaining wall 10 is greatly deformed, and then the existing road pile retaining wall 10 is deformed due to the weakening of the soil layer at the outer side of the deep foundation pit to the support of the existing road pile retaining wall 10, thereby affecting the inner side of the existing road pile retaining wall 10, and finally affecting the structural safety of the existing road 11.
In order to solve the above-mentioned problems, when the existing pile support system is used in a deep foundation pit with a large change in height difference between two sides, it is generally required to fill up the ground on the outer side of the low topography side of the deep foundation pit (as shown in fig. 3) or dig out the soil layer on the outer side of the high topography side of the deep foundation pit (as shown in fig. 2), so as to eliminate the height difference between the pile support structures on the high and low sides of the deep foundation pit, so that the pile support structures 12 on the high topography side and the pile support structures 13 on the low topography side can be symmetrically arranged to provide stable support for each other, but the ground filling up on the outer side of the low topography side of the deep foundation pit can cause a great increase in supporting engineering amount and earthwork amount, resulting in a certain resource waste, and the soil layer on the outer side of the high topography side of the deep foundation pit is dug out can affect the soil layer structure on the outer side of the high topography side of the deep foundation pit, and then affect the structural safety of the existing road 11 on the outer side of the high topography side of the deep foundation pit. In practical applications, the existing road 11 may be replaced by an existing building.
In order to solve the above-mentioned drawbacks of the prior art, as shown in fig. 4, the present embodiment provides a pile anchor and inner support combined support system suitable for a deep foundation pit with a large height difference, which includes a first pile support structure 1 disposed on a high topography side of the deep foundation pit, and a second pile support structure 2 disposed on a low topography side of the deep foundation pit, wherein the first pile support structure 1 and the second pile support structure 2 are fixedly connected through a support beam 3;
the first pile protection supporting structure 1 is provided with a plurality of groups of pre-stressed anchor cables 4, the anchoring sections of the pre-stressed anchor cables 4 are anchored in soil layers outside the high topography side of the deep foundation pit, and the free sections of the pre-stressed anchor cables 4 of each group are fixed on the first pile protection supporting structure 1.
According to the technical scheme, the first pile protection supporting structure 1 and the second pile protection supporting structure 2 form an inner support through the supporting beams 3, meanwhile, the first pile protection supporting structure 1 can also form an integral stress system with soil layers on the outer sides of the high topography sides of the deep foundation pit through the anchor ropes, so that when the combined supporting system of the pile anchors and the inner supports, which is suitable for the deep foundation pit with large height difference, is used for the deep foundation pit with large height difference change on two sides, the deformation of the soil layers on the outer sides of the high topography sides of the deep foundation pit can be effectively resisted through the mutual matching of the anchor rope fixing and the inner support, compared with the existing pile supporting system and the pile anchor system, the pile protection supporting structure is reasonable in stress, high in safety and stability, convenient to implement, capable of maintaining the original topography unchanged, free from increasing supporting engineering quantity and capable of avoiding resource waste; the problem that when the existing deep foundation pit supporting system is applied to a deep foundation pit with large height difference change at two sides, the application of the existing deep foundation pit supporting system is often limited, and the supporting reliability and the engineering cost cannot be considered; the technical problems of greatly increasing the supporting engineering quantity, increasing the supporting cost or affecting the structural safety of the existing buildings or the existing roads on the ground on the outer side of the high topography side of the deep foundation pit exist.
Preferably, as shown in fig. 4, in this embodiment, the free sections of each group of pre-stressed anchor cables 4 are not lower than the height of the support beam 3 at the fixing position of the first pile support structure 1.
As shown in fig. 4 and fig. 5, the first pile protection supporting structure 1 includes a plurality of first supporting piles 1.1 vertically arranged on the high topography side of the deep foundation pit in parallel; the pile tops of two adjacent first support piles 1.1 are connected through a first crown beam 1.2.
Further, as shown in fig. 4 and 5, the first pile protection supporting structure 1 further includes an enclosing purlin 1.3, and waists of two adjacent first pile protection supporting structures 1.1 are connected through the enclosing purlin 1.3, and the enclosing purlin 1.3 is fixedly connected with the second pile protection supporting structure 2 through a supporting beam 3.
Wherein, the first pile support 1.1, the first crown beam 1.2 and the enclosing purlin 1.3 of the first pile support structure 1 can be used for fixing the free section of the prestressed anchorage cable 4, including but not limited to the following arrangement scheme:
scheme one: the free sections of the groups of pre-stressed anchor cables 4 are fixed on the first support piles 1.1, and at least one group of pre-stressed anchor cables 4 are arranged on each first support pile 1.1.
Scheme II: at least free sections of the groups of prestressed anchor cables 4 are fixed on the enclosing purlin 1.3, and each group of prestressed anchor cables 4 fixed on the enclosing purlin 1.3 is fixed on the enclosing purlin 1.3 at intervals along the extending direction of the enclosing purlin 1.3.
Scheme III: at least the free sections of the groups of prestressed anchorage cables 4 are fastened to the first crown bar 1.2, and the groups of prestressed anchorage cables 4 fastened to the first crown bar 1.2 are fastened to the first crown bar 1.2 at intervals along the extension direction of the first crown bar 1.2.
In this embodiment, as shown in fig. 4, the fixing scheme of the free section of the prestressed anchorage cable 4 adopts the scheme one described above.
In this embodiment, as shown in fig. 4, the number of layers of the enclosing purlin 1.3 is multiple (specifically, two layers in this embodiment), and the enclosing purlin 1.3 includes a concrete enclosing purlin 1.3.1 disposed at the uppermost layer and at least one layer of steel enclosing purlin 1.3.2 disposed below the concrete enclosing purlin 1.3.1 (specifically, one layer in this embodiment).
In this embodiment, as shown in fig. 4, the support beam 3 includes a concrete support beam 3.1 disposed between the concrete enclosing purlin 1.3.1 and the second pile support structure 2, and a steel support beam 3.2 disposed between the steel enclosing purlin 1.3.2 and the second pile support structure 2.
Wherein, the steel supporting beam 3.2 can also be replaced by an anchor rope.
The PVC pipe 1.1.1 is pre-buried to be equipped with corresponding prestressed anchorage cable 4's free section on the purlin 1.3, first support stake 1.1 and the first crown beam 1.2 of the supporting structure 1 is protected to the first stake, and PVC pipe 1.1.1 is used for the free section of prestressed anchorage cable 4 to pass its purlin 1.3, first support stake 1.1 or first crown beam 1.2 that encloses.
PVC pipes 1.1.1 are pre-buried through the free sections corresponding to the pre-stressed anchor cables 4 on the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2, so that main ribs of the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2 are prevented from being damaged or damaged due to the structure of the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2 during anchor cable drilling construction.
The free section of the prestressed anchor cable 4 passes through the PVC pipe 1.1.1, and then the tail end of the free section is fixed on the enclosing purlin 1.3, the first support pile 1.1 or the first crown beam 1.2 through the anchor head 5.
Specifically, in this embodiment, as shown in fig. 4 and 5, since the fixing scheme of the free section of the prestressed anchorage cable 4 adopts the first scheme, the free sections of the prestressed anchorage cables 4 of each group are all fixed on the first support pile 1.1, only the PVC pipe 1.1.1 is pre-buried on the first support pile 1.1 corresponding to the free section of the prestressed anchorage cable 4, and the PVC pipe 1.1.1 is used for the first support pile 1.1 where the free section of the prestressed anchorage cable 4 passes through.
After the free section of the prestressed anchor cable 4 passes through the PVC pipe 1.1.1, its end is fixed to the first support pile 1.1 by means of the anchor head 5.
In this embodiment, as shown in fig. 6, the prestressed anchor cable 4 is a hollow grouting anchor cable 4.1.
Through adopting cavity slip casting anchor rope 4.1, can stretch into the anchor rope drilling with slip casting pipe 8 through the cavity space of cavity slip casting anchor rope 4.1 of kind, made things convenient for the anchor slip casting of the anchor section of prestressed anchorage rope 4 in the soil layer of the outside of deep basal pit high topography side.
As shown in fig. 6, the construction steps of the pre-stressed anchor cable 4 (i.e. the hollow grouting anchor cable 4.1) include: through pre-buried PVC pipe 1.1.1 in the pile body of first support stake 1.1, avoid the prestressed anchorage cable 4 (i.e. cavity slip casting anchor rope 4.1) to destroy the main muscle in the first support stake 1.1 when drilling construction, clear hole and place cavity slip casting anchor rope 4.1 after the anchor rope drilling construction reaches the design degree of depth, then pour cement mortar 9 through slip casting pipe 8, after cement mortar 9 reaches certain intensity, stretch-draw through anchor head 5, anchor head 5 supports on the concrete pad mound 6 of fixing on first support stake 1.1, pour crazy cat concrete after the prestressing force is applyed and is accomplished, form concrete and seal anchor head 7 in order to fix the free section of prestressed anchorage cable 4 (i.e. cavity slip casting anchor rope 4.1).
As shown in fig. 6, the second pile supporting structure 2 includes a plurality of second supporting piles 2.1 vertically arranged in parallel on the low topography side of the deep foundation pit; the pile tops of two adjacent second support piles 2.1 are connected through a second crown beam 2.2, and the second crown beam 2.2 is fixedly connected with the first support structure 1 through a support beam 3.
The pile anchor and inner support combined supporting system suitable for the foundation pit with large height difference has at least the following technical effects or advantages:
1. the first pile protection supporting structure 1 and the second pile protection supporting structure 2 form an inner support through the supporting beams 3, and meanwhile, the first pile protection supporting structure 1 can also form an integral stress system with soil layers outside the high topography side of the deep foundation pit through the anchor cables, so that when the combined supporting system of the pile anchors and the inner supports, which is suitable for the deep foundation pit with large height difference, is used for the deep foundation pit with large height difference change on two sides, the deformation of the soil layers outside the high topography side of the deep foundation pit can be effectively resisted through the mutual matching of the anchor cable fixation and the inner support, compared with the existing pile supporting system and the pile anchor system, the pile protection supporting structure is reasonable in stress, high in safety and stability, convenient to implement, capable of maintaining original topography unchanged, free from increasing supporting engineering quantity and capable of avoiding resource waste; the problem that when the existing deep foundation pit supporting system is applied to a deep foundation pit with large height difference change at two sides, the application of the existing deep foundation pit supporting system is often limited, and the supporting reliability and the engineering cost cannot be considered; the technical problems of greatly increasing the supporting engineering quantity, increasing the supporting cost or affecting the structural safety of the existing buildings or the existing roads on the ground on the outer side of the high topography side of the deep foundation pit exist.
2. PVC pipes 1.1.1 are pre-buried through the free sections corresponding to the pre-stressed anchor cables 4 on the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2, so that main ribs of the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2 are prevented from being damaged or damaged due to the structure of the enclosing purlin 1.3, the first support piles 1.1 or the first crown beams 1.2 during anchor cable drilling construction.
3. Through adopting cavity slip casting anchor rope 4.1, can stretch into the anchor rope drilling with slip casting pipe 8 through the cavity space of cavity slip casting anchor rope 4.1 of kind, made things convenient for the anchor slip casting of the anchor section of prestressed anchorage rope 4 in the soil layer of the outside of deep basal pit high topography side.
The above is only a specific application example of the present utility model, and the protection scope of the present utility model is not limited at all, and the technical solution formed by adopting equivalent transformation or equivalent substitution falls within the protection scope of the present utility model.
Claims (10)
1. The pile anchor and inner support combined support system suitable for the deep foundation pit with large height difference is characterized by comprising a first pile protection support structure arranged on the high topography side of the deep foundation pit and a second pile protection support structure arranged on the low topography side of the deep foundation pit, wherein the first pile protection support structure and the second pile protection support structure are fixedly connected through a concrete support beam;
the pile protection supporting structure is characterized in that a plurality of groups of pre-stressed anchor cables are arranged on the first pile protection supporting structure, the anchoring sections of the pre-stressed anchor cables are anchored in soil layers outside the high relief side of the deep foundation pit, and the free sections of the pre-stressed anchor cables are fixed on the first pile protection supporting structure.
2. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 1, wherein: the first pile protection supporting structure comprises a plurality of first supporting piles which are vertically arranged on the high topography side of the deep foundation pit in parallel; and pile tops of two adjacent first support piles are connected through a first crown beam.
3. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 2, wherein: the first pile protection supporting structure further comprises an enclosing purlin, the waist parts of two adjacent first pile protection supporting structures are connected through the enclosing purlin, and the enclosing purlin is fixedly connected with the second pile protection supporting structure through the concrete supporting beam.
4. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 3, wherein: at least the free section of the prestressed anchor cable of a plurality of groups is fixed on the enclosing purlin, and each group of the prestressed anchor cable fixed on the enclosing purlin is fixed on the enclosing purlin at intervals along the extending direction of the enclosing purlin.
5. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 2, wherein: and the free sections of the groups of the pre-stressed anchor cables are fixed on the first support piles, and at least one group of the pre-stressed anchor cables are arranged on each first support pile.
6. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 2, wherein: at least a plurality of groups of free sections of the pre-stress anchor cables are fixed on the first crown beam, and each group of pre-stress anchor cables fixed on the first crown beam is fixed on the first crown beam at intervals along the extending direction of the first crown beam.
7. The combined pile anchor and inner support system for a large-height deep foundation pit according to any one of claims 4-6, wherein: the enclosing purlin of the first pile protection supporting structure, the first supporting pile and the free section of the first crown beam corresponding to the prestressed anchor cable are embedded with PVC pipes, and the PVC pipes are used for enabling the free section of the prestressed anchor cable to penetrate through the enclosing purlin, the first supporting pile or the first crown beam where the free section of the prestressed anchor cable is located.
8. The combined pile anchor and inner support system suitable for large-height deep foundation pit of claim 7, wherein: and after the free section of the prestressed anchor cable passes through the PVC pipe, the tail end of the free section is fixed on the enclosing purlin, the first support pile or the first crown beam through anchor heads.
9. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 1, wherein: the prestressed anchor cable is a hollow grouting anchor cable.
10. The pile anchor and inner support combined support system suitable for large-height deep foundation pit according to claim 1, wherein: the second pile protection supporting structure comprises a plurality of second supporting piles which are vertically arranged on the low topography side of the deep foundation pit in parallel; the pile tops of two adjacent second support piles are connected through a second crown beam, and the second crown beam is fixedly connected with the first pile support structure through a concrete support beam.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321853209.3U CN220565238U (en) | 2023-07-14 | 2023-07-14 | Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321853209.3U CN220565238U (en) | 2023-07-14 | 2023-07-14 | Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit |
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| CN220565238U true CN220565238U (en) | 2024-03-08 |
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| CN202321853209.3U Active CN220565238U (en) | 2023-07-14 | 2023-07-14 | Pile anchor and inner support combined supporting system suitable for large-height-difference deep foundation pit |
Country Status (1)
| Country | Link |
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| CN (1) | CN220565238U (en) |
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2023
- 2023-07-14 CN CN202321853209.3U patent/CN220565238U/en active Active
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