CN214939276U - Suspension bridge major diameter secant pile gravity type anchorage foundation envelope - Google Patents
Suspension bridge major diameter secant pile gravity type anchorage foundation envelope Download PDFInfo
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- CN214939276U CN214939276U CN202120352194.7U CN202120352194U CN214939276U CN 214939276 U CN214939276 U CN 214939276U CN 202120352194 U CN202120352194 U CN 202120352194U CN 214939276 U CN214939276 U CN 214939276U
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- Prior art keywords
- pile
- secant
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- phase
- suspension bridge
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- 239000000725 suspension Substances 0.000 title claims abstract description 15
- 230000005484 gravity Effects 0.000 title claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 7
- 238000001556 precipitation Methods 0.000 claims abstract description 5
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 3
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 24
- 238000000034 method Methods 0.000 abstract description 15
- 238000009412 basement excavation Methods 0.000 abstract description 7
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 238000003801 milling Methods 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 6
- 239000002689 soil Substances 0.000 description 5
- 238000004140 cleaning Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a suspension bridge major diameter secant pile gravity type anchorage basis envelope, including a plurality of I phase secant piles and a plurality of II phase connecting pile, I phase secant pile and II phase connecting pile are cyclic connection in proper order and enclose and cover the circular shape enclosure of formation, foundation ditch in the enclosure is equipped with a plurality of precipitation wells, the outer wall junction department of I phase secant pile and II phase connecting pile is equipped with the stagnant water curtain. The design structure is simple, and the lining construction is realized without adopting a reverse construction method in the excavation process, so that the construction procedures are reduced, the construction period is shortened, the damage of the enclosure structure caused by lining construction is prevented, and the application range of the suspension bridge is expanded.
Description
Technical Field
The utility model relates to a bridge engineering technical field specifically is a suspension bridge major diameter secant pile gravity type anchorage basis envelope.
Background
The anchorage is one of the most important structures for anchoring the main cable of the ground anchor type suspension bridge, and has the functions of transmitting the tension of the main cable to an anchorage block, transmitting the force to an anchorage foundation through the anchorage block and finally transmitting the force to the foundation, so that the tension of the main cable is balanced and the effect of providing anchoring force for the main cable is achieved. Common anchorage forms include gravity anchors, tunnel anchors and rock anchors. In the aspect of adaptability, different foundation forms are considered, the gravity type anchorage is almost suitable for all occasions, the anchorage foundation envelope structure commonly used in the circular diaphragm wall envelope structure, the space arch effect can control the lateral displacement in a very small range, in addition, because of the space symmetry of the circular enclosure structure, the soil pressure acting on the arch ring is mainly balanced in the diaphragm wall, the circular foundation pit enclosure structure mainly bears the circumferential axial force, the advantage of high compressive strength of concrete is fully exerted by the compressive property, so that the circular envelope structure is more and more applied to the engineering practice, but due to the limitation of the milling groove equipment, the diameter of the underground diaphragm wall enclosure structure mostly adopts a wall body with the thickness of 1.5m, because the excavation depth of the foundation pit is larger, and the water and soil pressure value behind the wall is larger, the lining needs to be constructed by adopting a reverse construction method in the excavation process, and the thickness of the diaphragm wall and the lining reaches 2 m-5 m.
When the circular underground continuous wall is constructed, the embedded connecting steel bars of the steel reinforcement cage are connected with the lining steel bars, so that the lining and the underground continuous wall form a whole, in order to ensure the connecting effect between the lining and the underground continuous wall, the enclosing structure is required to be subjected to scabbling treatment in the excavation process, the exposed site of the wall steel bars frequently appears due to misoperation in the scabbling process, the construction process of the lining is increased, and the wall structure is damaged in the wall scabbling process. Therefore, a novel supporting structure needs to be researched, the size of the supporting structure is increased, the lining needs to be constructed additionally in the excavation process, the construction procedures are reduced, the construction period is shortened, and the enclosure structure damage caused by lining construction is prevented.
SUMMERY OF THE UTILITY MODEL
In order to solve the problem, the utility model provides a suspension bridge major diameter secant pile gravity type anchorage basis envelope realizes need not to adopt reverse construction method construction inside lining in the excavation process to reduce the construction process, shorten construction period, prevented the inside lining construction and arouse envelope's damage, enlarged suspension bridge's range of application.
The utility model provides an adopted technical scheme of its technical problem does: the utility model provides a suspension bridge major diameter secant pile gravity type anchorage basis envelope, includes a plurality of I phase secant piles and a plurality of II phase connecting pile, I phase secant pile and II phase connecting pile interval cyclic connection in proper order and enclose and cover formation circular shape enclosure, foundation ditch in the enclosure is equipped with a plurality of precipitation wells, the outer wall junction department of I phase secant pile and II phase connecting pile is equipped with the stagnant water curtain.
Furthermore, still include the ground back up coat, the ground back up coat set up in the bottom of I phase secant pile and II phase connecting pile.
Furthermore, a milling joint is formed at the joint of the stage I occlusive pile and the stage II connecting pile, so that the post-poured stage II connecting pile and the stage I occlusive pile are mutually occluded at the joint to form a tight joint.
Furthermore, the stage I occlusive piles adopt round piles or oval piles, and the stage II connecting piles adopt square piles.
Furthermore, a plurality of sound measuring tubes are respectively arranged in the stage I occlusive pile and the stage II connecting pile.
The utility model has the advantages that:
1. the envelope structure of the design utilizes the secant pile with the large diameter as an anchorage foundation envelope structure, and is different from a circular diaphragm wall envelope structure, the secant pile with the large diameter is a groove section in the first stage, a groove milling machine is adopted to mill grooves between pile foundations after construction is completed, a groove section of a connecting pile in the second stage is formed, the groove section is in lap joint with the pile foundations, a milling joint is formed, the measure that the rigidity of the envelope structure is enhanced by adopting a reverse construction method to construct a lining when the circular diaphragm wall envelope structure is constructed is overcome, a steel bar connecting piece is not required to be pre-embedded when the envelope structure steel bar is manufactured, the construction procedures are reduced, the construction period is shortened, and the envelope structure damage caused by lining construction is prevented.
2. The envelope of this design consolidates the soft soil foundation through the ground back up coat, prevents the hole phenomenon of collapsing to appear in the grooving process.
3. The enclosure structure of this design adopts precipitation well and stagnant water curtain to carry out precipitation to the foundation ditch, ensures construction safety.
Drawings
Figure 1 is a schematic view of the overall structure of the utility model,
fig. 2 is a schematic connection diagram of the first-stage occlusive pile and the second-stage connecting pile of the present invention.
Detailed Description
The present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1 and 2, a suspension bridge major diameter secant pile gravity type anchorage foundation enclosure structure comprises a plurality of stage I secant piles 10 and a plurality of stage ii connecting piles 20, wherein the stage I secant piles 10 and the stage ii connecting piles 20 are sequentially connected in a circulating manner at intervals and are enclosed to form a circular anchorage foundation enclosure structure, foundation reinforcing layers are arranged at the bottoms of the stage I secant piles 10 and the stage ii connecting piles 20, the stage I secant piles 10 are round piles or oval piles, rotary drilling is adopted for construction, hole cleaning is carried out after a drilled hole reaches a designed height, a stage I groove section steel reinforcement cage 11 is placed down after the hole cleaning, and then a stage I groove section is poured to form a pile; the second-stage connecting pile 20 is a square pile, a slot milling machine is used for hole forming 20 in the construction process, hole cleaning is conducted after the design elevation is achieved, a second-stage slot section reinforcement cage 21 is placed after the hole cleaning, then the pile is formed through pouring, and a milling joint is formed at the position where the first-stage occlusive pile 10 and the second-stage connecting pile 20 are connected, so that the second-stage connecting pile 20 and the first-stage occlusive pile 10 which are poured later are mutually occluded at a joint, and a tight joint is formed. After the stage I secant pile 10 and the stage II connecting pile 20 are poured into the anchorage foundation enclosing structure, the island construction method is adopted to excavate the foundation pit in the enclosure, a dewatering well 30 is adopted to carry out layering pre-dewatering on the soil body in the foundation pit before each layer of soil body is excavated, in order to prevent water seepage from the wall side, the joint of the outer walls of the stage I secant pile 10 and the stage II connecting pile 20 is subjected to rotary spraying reinforcement to form a waterproof curtain 40 in the excavating process.
After the excavation is finished, in order to prevent the water seepage of the substrate, a plurality of acoustic pipes 12 bound on the steel reinforcement cage 11 of the groove section I and a plurality of acoustic pipes 22 bound on the square pile steel reinforcement cage 21 of the groove section II are respectively adopted for grouting and bottom sealing, so that the groundwater seepage is prevented.
The above mentioned embodiments are only preferred embodiments of the present invention, and the scope of the present invention should not be limited thereby, and all the simple equivalent changes and modifications made according to the claims and the description of the present invention are still included in the scope covered by the present invention.
Claims (5)
1. The utility model provides a suspension bridge major diameter secant pile gravity type anchorage basis envelope, its characterized in that includes a plurality of I phase secant piles and a plurality of II phase connecting pile, I phase secant pile and II phase connecting pile interval cyclic connection in proper order and enclose and cover formation enclosure, foundation ditch in the enclosure is equipped with a plurality of precipitation wells, the outer wall junction department of I phase secant pile and II phase connecting pile is equipped with the stagnant water curtain.
2. The gravity type anchorage foundation envelope structure for large-diameter secant piles of a suspension bridge according to claim 1, which is characterized by further comprising a foundation reinforcing layer, wherein the foundation reinforcing layer is arranged at the bottom of the stage I secant pile and the stage II connecting pile.
3. The suspension bridge large-diameter secant pile gravity type anchorage foundation envelope structure as claimed in claim 1, wherein a milled joint is formed at the joint of the stage I secant pile and the stage II connecting pile.
4. The suspension bridge large-diameter secant pile gravity type anchorage foundation envelope structure as claimed in claim 1, wherein the stage I secant pile is a round pile or an oval pile, and the stage II connecting pile is a square pile.
5. The suspension bridge large-diameter secant pile gravity type anchorage foundation envelope structure as claimed in claim 1 or 4, wherein a plurality of sound measuring pipes are respectively arranged in the stage I secant pile and the stage II connecting pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120352194.7U CN214939276U (en) | 2021-02-08 | 2021-02-08 | Suspension bridge major diameter secant pile gravity type anchorage foundation envelope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120352194.7U CN214939276U (en) | 2021-02-08 | 2021-02-08 | Suspension bridge major diameter secant pile gravity type anchorage foundation envelope |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214939276U true CN214939276U (en) | 2021-11-30 |
Family
ID=79120919
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120352194.7U Expired - Fee Related CN214939276U (en) | 2021-02-08 | 2021-02-08 | Suspension bridge major diameter secant pile gravity type anchorage foundation envelope |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214939276U (en) |
-
2021
- 2021-02-08 CN CN202120352194.7U patent/CN214939276U/en not_active Expired - Fee Related
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20211130 |
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| CF01 | Termination of patent right due to non-payment of annual fee |