CN201756706U - Underground continuous wall rigid joint - Google Patents
Underground continuous wall rigid joint Download PDFInfo
- Publication number
- CN201756706U CN201756706U CN 201020298907 CN201020298907U CN201756706U CN 201756706 U CN201756706 U CN 201756706U CN 201020298907 CN201020298907 CN 201020298907 CN 201020298907 U CN201020298907 U CN 201020298907U CN 201756706 U CN201756706 U CN 201756706U
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- plate
- vertical
- underground continuous
- continuous wall
- rigid joint
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Abstract
The utility model discloses an underground continuous rigid joint, which comprises a transverse plate and a longitudinal plate. The transverse plate is positioned between adjacent groove sections, the longitudinal plate perpendicularly crosses with the transverse plate, an opening is arranged on the longitudinal plate, no hole is arranged on the transverse rod, longitudinal wing edge plates perpendicular to the transverse plate are respectively arranged at two ends of the transverse plate, and transverse wing edge plates perpendicular to the longitudinal plate are respectively arranged at two ends of the longitudinal plate. The underground continuous wall rigid joint can meet complicated stressed conditions and restrict leakage-resistance requirement of an underground continuous wall, and is excellent in practical engineering use effect.
Description
Technical field
The utility model relates to the foundation pit enclosure structure joint in base pit engineering field, is a kind of rigid joint of diaphragm wall specifically.
Background technology
The construction of diaphragm wall joint is meant the jointing between the diaphragm wall different slots section body of wall, generally can be divided into flexible joint and rigid joint according to its mechanical characteristic, the construction joint that can bear moment of flexure, shearing and pulling force is called rigid joint, otherwise the joint that can not bear moment of flexure, shearing and pulling force is called flexible joint.
Increase along with foundation pit construction condition and underground agent structure stress condition complexity, conventional flexible joint can not satisfy being bent of diaphragm wall seaming position complexity, cut and stress condition and strict impervious requirement such as tension, with the cross plate joint is that the rigid joint for underground continuous wall of representative has obtained extensive application in engineering, and technology is also comparatively ripe.
Even vertically plate perforation of traditional cross plate joint, but because structural environment restriction, build-in interlocking between punch position concrete and the steel plate can not satisfy the stressed and impervious requirement of diaphragm wall seam areas sometimes, particularly when the horizontal tension of different underground continuous wall groove segment joints, often because of joint area produces vertical slit along the vertical interlocking of body of wall is not enough, cause ground water seepage and influence the normal use of structure.As there is not a cross wall that supports lattice shape diaphragm wall foundation pit enclosure structure, because cross wall is as the important structure member of vertical wall in the constraint of lattice shape diaphragm wall with outer vertical wall cooperative transformation, therefore cross wall will bear bigger vertical shear and level to pulling force when distortion, be subjected to the restriction of cross wall thickness, the method that strengthens cross wall seam areas rigidity by the increase plate size is also uneconomical, therefore should seek other technological approaches.
Find by prior art documents, China's utility application number is that 200820057768.2 (publication number is CN201187056) disclose the rigidly connected four-bladed vane joint of a kind of diaphragm wall by name, this four-bladed vane joint comprises perforated plate, the junction plate that is provided with rectangular opening, it is affixed that perforated plate and junction plate are " ten " font, and characteristics are that the periphery of rectangular opening both sides is provided with the gusset vertical with perforated plate.
This utility model patent perforated plate adopts rectangular opening, and stressed finite element result analysis is found according to the rectangular opening perforated plate: the rectangular opening angle point has the obvious stress concentration phenomenon.The connected mode of the undeclared four-bladed vane joint of this utility model patent and construction groove section simultaneously, its engineering construction effect is still waiting further checking.
Based on this, need a kind of diaphragm wall cross plate joint, can not only satisfy the structure construction condition but also significantly do not increase under the condition of rolled steel dosage, realize that joint well is connected with the groove section reinforcing cage of constructing earlier, realize joint and the good interlock build-in of back construction groove section walls concrete again, reach and not only have good switching performance but also have the purpose of good anti-permeability performance.
The utility model content
The technical problems to be solved in the utility model provides a kind of improved rigid joint for underground continuous wall, can satisfy the structure construction condition, significantly do not increasing under the condition of rolled steel dosage again, realize good connection and sealing function between different slots section body of wall, reach good engineering practical effect.
The utility model is by the following technical solutions:
A kind of rigid joint for underground continuous wall, comprise the transverse plate between the adjacent slot section, vertical plate with described transverse plate square crossing, perforate on described vertical plate, not perforate on the described transverse plate, respectively establish a vertical frange plate vertical with transverse plate at described transverse plate two ends, respectively establish at described vertical plate two ends one with the vertical vertical horizontal frange plate of plate.
Preferably, described vertical frange plate connects the embedded bar cage in the adjacent slot section.
Preferably, open circular hole on described vertical plate.Under identical percent opening condition, the maximum stress of rectangular opening angle point is 5～8 times of circular port limit maximum stress, thus perforated plate to adopt circular hole to help steel plate stressed.
Preferably, described circular hole is provided with the two-sided rib along circumference.
Preferably, described circular hole is symmetrically distributed in the both sides of transverse plate.
Preferably, described vertical frange plate, horizontal frange plate are welded to connect with transverse plate, vertical plate respectively.
The utility model can satisfy the stress condition and the strict impervious requirement of diaphragm wall complexity, and the engineering practical effect is good.
Description of drawings
The front view of the rigid joint for underground continuous wall that Fig. 1 relates to for the utility model.
Fig. 2 be among Fig. 1 A-A to sectional view.
The subterranean wall rigid joint that Fig. 3 relates to for the utility model is at the schematic diagram of body of wall joint location.
The specific embodiment
Referring to Fig. 1～Fig. 3, the utility model comprises transverse plate 1, vertical plate 2, vertical frange plate 3, horizontal frange plate 4, perforate 5, rib 6.Described transverse plate 1, vertical plate 2 mutually vertically are cross.Described transverse plate 1 is used to cut apart adjacent slot section body of wall 7,8, not perforate.Have circular hole 5 on described vertical plate 2, see figure, these circular hole 5 sizes are identical, are symmetrically distributed in the both sides of transverse plate 1.Circumference along the hole is provided with rib 6, and this rib 6 is distributed in the two sides of circular hole 5. Frange plate 3,4 is all vertically welded at two ends at transverse plate 1, vertical plate 2, be respectively the vertical frange plate 3 that connects transverse plate 1, the horizontal frange plate 4 that connects vertical plate 2, frange plate at transverse plate 1 two ends (vertically frange plate 3) and interior pre-buried reinforcing cage 9 welding of construction groove section earlier.
Described transverse plate 1 is an integral plate, separates the concrete of different slots section, and the end socket steel plate of conduct elder generation construction groove section diaphragm wall, sees Fig. 3, prevents that construction groove section concrete streams earlier.The described frange plate of being located at transverse plate 1 two ends (vertically frange plate 3) has further increased the length of streaming of first construction groove section concrete, can prevent effectively that concrete from streaming.After back construction groove section concrete is built, transverse plate 1 two ends frange plate (vertically frange plate 3) can form good wedge action with two side channel section concretes, strengthened the horizontal shear-carrying capacity of diaphragm wall, vertically the existence of frange plate 3 has increased the path of streaming of groove section seaming position seepage action of ground water simultaneously, thereby has strengthened the anti-permeability performance of underground connection wall joint position.This vertical frange plate 3 and construction groove section reinforcing cage 9 horizontal reinforcements welding earlier make reinforcing cage 9 pre-buried in cross steel plate and the elder generation's construction groove section form the space integral body, have increased the rigidity of reinforcement cage skeleton.
The stress of steel plate was concentrated when the circular hole 5 on described vertical plate 2 can effectively be avoided near steel plate of rectangular opening corner location and the interlock of concrete build-in.Two-sided rib 6 on circular hole 5 and the periphery can further form good build-in interlocking with concrete, to pulling force, coordinates the differential settlement of different slots section body of wall with the vertical shear of bearing the underground continuous wall connector position and level.Vertically frange plate (laterally frange plate 4) is also vertically welded at plate 2 two ends, and this horizontal frange plate 4 also can form good wedge action with two side channel section concretes, has further strengthened underground continuous wall connector position level to the tension bearing capacity.
See Fig. 3, the rigid joint that the utility model relates to is located between the different slots section body of wall 7,8, vertically frange plate 3 welds with the interior pre-buried reinforcing cage 9 of adjacent slot section, constitute reinforcement cage skeleton integral body, after the concrete pouring, transverse plate 1 and vertical frange plate 3 can be strengthened the anti-permeability performance of joint position between body of wall.In addition, the rigid joint of this cross can also be seen Fig. 3 right-hand member as the end socket steel plate of groove section reinforcing cage 9 ends of constructing earlier.
Claims (6)
1. rigid joint for underground continuous wall, comprise the transverse plate (1) between the adjacent slot section, vertical plate (2) with described transverse plate (1) square crossing, described vertical plate (2) is gone up perforate, not perforate on the described transverse plate (1), it is characterized in that: respectively establish a vertical frange plate (3) vertical with transverse plate (1) at described transverse plate (1) two ends, respectively establish at described vertical plate (2) two ends one with the vertical vertical horizontal frange plate (4) of plate (2).
2. rigid joint for underground continuous wall according to claim 1 is characterized in that: described vertical frange plate (3) connects the embedded bar cage (9) in the adjacent slot section.
3. rigid joint for underground continuous wall according to claim 2 is characterized in that: open circular hole (5) on described vertical plate (2).
4. rigid joint for underground continuous wall according to claim 3 is characterized in that: described circular hole (5) is provided with the two-sided rib (6) along circumference.
5. rigid joint for underground continuous wall according to claim 4 is characterized in that: described circular hole (5) is symmetrically distributed in the both sides of transverse plate (1).
6. according to each described rigid joint for underground continuous wall among the claim 1-5, it is characterized in that: described vertical frange plate (3), horizontal frange plate (4) are welded to connect with transverse plate (1), vertical plate (2) respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201020298907 CN201756706U (en) | 2010-08-19 | 2010-08-19 | Underground continuous wall rigid joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201020298907 CN201756706U (en) | 2010-08-19 | 2010-08-19 | Underground continuous wall rigid joint |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201756706U true CN201756706U (en) | 2011-03-09 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201020298907 Expired - Fee Related CN201756706U (en) | 2010-08-19 | 2010-08-19 | Underground continuous wall rigid joint |
Country Status (1)
| Country | Link |
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| CN (1) | CN201756706U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535519A (en) * | 2012-03-20 | 2012-07-04 | 广州中煤江南基础工程公司 | I-shaped steel joint structure for underground continuous wall and construction method for I-shaped steel joint structure |
| CN103741724A (en) * | 2014-01-16 | 2014-04-23 | 东南大学 | Precast pre-stressed underground diaphragm wall joint |
| CN105274982A (en) * | 2015-10-15 | 2016-01-27 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated underground diaphragm wall and horizontal splicing method thereof |
| CN113585237A (en) * | 2021-08-13 | 2021-11-02 | 中南大学 | Diaphragm wall joint and diaphragm wall construction method |
-
2010
- 2010-08-19 CN CN 201020298907 patent/CN201756706U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102535519A (en) * | 2012-03-20 | 2012-07-04 | 广州中煤江南基础工程公司 | I-shaped steel joint structure for underground continuous wall and construction method for I-shaped steel joint structure |
| CN103741724A (en) * | 2014-01-16 | 2014-04-23 | 东南大学 | Precast pre-stressed underground diaphragm wall joint |
| CN103741724B (en) * | 2014-01-16 | 2015-12-02 | 东南大学 | A kind of prefabricated prestressed underground continuous wall joint |
| CN105274982A (en) * | 2015-10-15 | 2016-01-27 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated underground diaphragm wall and horizontal splicing method thereof |
| CN113585237A (en) * | 2021-08-13 | 2021-11-02 | 中南大学 | Diaphragm wall joint and diaphragm wall construction method |
| CN113585237B (en) * | 2021-08-13 | 2022-07-12 | 中南大学 | Diaphragm wall joint and diaphragm wall construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110309 Termination date: 20130819 |