CN205276287U - Underground continuous wall's attach fitting and underground continuous wall skeleton - Google Patents
Underground continuous wall's attach fitting and underground continuous wall skeleton Download PDFInfo
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- CN205276287U CN205276287U CN201521096754.8U CN201521096754U CN205276287U CN 205276287 U CN205276287 U CN 205276287U CN 201521096754 U CN201521096754 U CN 201521096754U CN 205276287 U CN205276287 U CN 205276287U
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- wall
- reinforcement cage
- steel reinforcement
- wall steel
- jointing
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- 229910000831 Steel Inorganic materials 0.000 claims description 81
- 239000010959 steel Substances 0.000 claims description 81
- 230000002787 reinforcement Effects 0.000 claims description 68
- 239000004567 concrete Substances 0.000 claims description 19
- 238000005192 partition Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 abstract description 4
- 239000011150 reinforced concrete Substances 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 11
- 238000009412 basement excavation Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 230000010412 perfusion Effects 0.000 description 5
- 230000010485 coping Effects 0.000 description 4
- 238000011065 in-situ storage Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000011148 porous material Substances 0.000 description 2
- 241000209202 Bromus secalinus Species 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The utility model relates to an underground continuous wall's attach fitting and underground continuous wall skeleton. The underground continuous wall that the underground continuous wall skeleton was used comprises interior longitudinal wall, outer longitudinal wall, transverse bulkhead and top ring roof beam, and interior longitudinal wall is arranged by T shape underground continuous wall and forms, and outer longitudinal wall is arranged by T shape and in -line underground continuous wall and forms, and interior longitudinal wall passes through the in -line transverse bulkhead with outer longitudinal wall and is connected, and the connected mode adopts the attach fitting, the top of interior longitudinal wall, outer longitudinal wall and transverse bulkhead all is equipped with the top ring roof beam, and the top ring roof beam is whole cast -in -place reinforced concrete roof beam, the attach fitting comprises vertical welding's horizontal board and vertical board, and horizontal board is perfobond strip not, and vertically the board division has the circular port, and the circular port periphery is equipped with the rib. The utility model discloses the structure atress is reasonable, and the wholeness is strong, and the wall connection characteristic is good, verifies through the engineering practice that the engineering in -service use is respond well.
Description
Technical field
This utility model relates to the structure without supporting foundation pit in base pit engineering field, specifically the jointing of a kind of diaphram wall and diaphram wall skeleton.
Background technology
Diaphram wall has that rigidity is big, vibrate the advantages such as little, noise is low when deforming good, construction little, impervious, not only can as the provisional retaining structure of foundation ditch, it is also used as main body outer wall of underground structure or one part, it is also possible to the wallboard pile foundation bigger as bearing capacity bears vertical load. Therefore, since the fifties in last century, this technology is widely applied in base pit engineering deep in soft clay area, big.
Traditional diaphram wall typically requires and cooperatively forms overall foundation pit supporting construction to undertake the outer Water And Earth Pressures of foundation ditch with inner support system, to reach the purpose of gear soil, sealing and control deformation. Along with the complexity day by day of underground space functional requirement, occurring in that the novel foundation pit enclosure structure of a large amount of great characteristic, trellis diaphram wall is the class wherein most represented. Trellis diaphram wall is due to its special geometric construction, can use directly as self-supporting foundation pit enclosure structure, and the deformation of self can be controlled preferably, therefore it is mainly used in without inner support system and in the strict deep-foundation pit engineering of deformation control of foundation pit requirement, can act also as permanent structure and undertake the vertical load of superstructure.
Through prior art literature retrieval is found, Chinese Patent Application No.: 200510027744.3, denomination of invention: trellis diaphram wall self-supporting dado structure, publication number: CN1896384, this patent readme is: a kind of self-erecting guard wall structure of grid underground wall, it is by inner side subterranean wall, middle subterranean wall, outside subterranean wall, punched steel plate, top board is constituted, the section of inner side subterranean wall is several T-shaped arrangements, the section of outside subterranean wall is several T-shaped arrangement corresponding with the T-shaped section of inner side subterranean wall 1, in, it is provided with subterranean wall in the middle of yi word pattern between the T-shaped section that outside subterranean wall is corresponding, middle subterranean wall passes through punched steel plate with interior, the T-shaped section connection that outside subterranean wall is corresponding, top board is arranged on inner side subterranean wall, middle subterranean wall, underground, outside coping.
Inside this invention, subterranean wall adopts T-shaped arrangement, but does not explain in application for patent which kind of connected mode is inner side subterranean wall adopt, and does not also explain the specific constructive form of punched steel plate in application for patent simultaneously, and its engineering construction effect need further checking.
Through prior art literature retrieved discovery further, Chinese utility model patent application number: 200820057768.2, utility model title: the rigidly connected four-bladed vane joint of diaphram wall, publication number: CN201187056, this patent readme is: a kind of rigidly connected four-bladed vane joint of diaphram wall, including being provided with the perforated plate of rectangular opening, connecting plate, perforated plate and connecting plate are affixed in " ten " font, and the periphery being characterized as being rectangular opening both sides is provided with the gusset vertical with perforated plate.
This utility model patent perforated plate adopts rectangular opening, when according to identical percent opening, rectangular opening finds with circular port perforated plate stress finite element result relative analysis: rectangular opening angle point has obvious stress concentration phenomenon, rectangular opening angle point 5��8 times that maximum stress is circular port limit maximum stress, therefore perforated plate adopts rectangular opening to be disadvantageous to steel plate stress.
Utility model content
This utility model is for above-mentioned the deficiencies in the prior art, it is proposed that the jointing of the diaphram wall meeting autostability of a kind of improvement and diaphram wall skeleton. This utility model structure stress is reasonable, and globality is strong, and wall connecting characteristic is good, and engineering practical effect is good.
This utility model is by the following technical solutions:
A kind of jointing of diaphram wall, for connecting underground continuous wall, it is characterised in that including: transverse plate and longitudinal plate, described transverse plate is arranged on described longitudinal plate, and the thickness direction of described transverse plate is set perpendicularly to the thickness direction of described longitudinal plate.
Preferably, described transverse plate at least two, and this at least two transverse plate is separately positioned on the both sides of described longitudinal plate, and two of which transverse plate is arranged along same straight-line extension; Or
Described longitudinal plate at least two, and this at least two longitudinal direction plate is separately positioned on the both sides of described transverse plate, and two of which longitudinal direction plate is arranged along same straight-line extension.
Preferably, described longitudinal plate has through hole, and this through hole can be used for concrete flowing.
Preferably, described through hole is circular hole.
Preferably, described longitudinal plate there is rib around described through hole is projecting.
Preferably, described transverse plate and described longitudinal plate respectively steel plate, and described transverse plate is set to be welded to connect with described longitudinal plate.
A kind of diaphram wall skeleton, including diaphram wall steel reinforcement cage and according to the jointing according to any one of aforementioned; Described diaphram wall steel reinforcement cage includes interior vertical wall steel reinforcement cage, outer vertical wall steel reinforcement cage and cross wall steel reinforcement cage; Between described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage, interval is arranged; Described cross wall steel reinforcement cage is arranged between described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage; Described jointing at least two; At least one described jointing connects on the one end being arranged on described interior vertical wall steel reinforcement cage and described cross wall steel reinforcement cage respectively; At least jointing described in another one connects on the other end being arranged on described outer vertical wall steel reinforcement cage and described cross wall steel reinforcement cage respectively.
Preferably, described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage are disposed as the T-shaped with protuberance, and in this T-shaped, the protuberance of vertical wall steel reinforcement cage faces setting to vertical wall steel reinforcement cage with outside this T-shaped, and described cross wall steel reinforcement cage is set to tabular.
Preferably, described cross wall steel reinforcement cage at least two. The length of each cross wall steel reinforcement cage is identical with the length of the protuberance of described outer vertical wall steel reinforcement cage. Described jointing (4) is at least three. Described jointing (4) connects respectively and is arranged between described interior vertical wall steel reinforcement cage and described partition wall steel reinforcement cage, between cross wall steel reinforcement cage and between cross wall steel reinforcement cage and described outer vertical wall steel reinforcement cage.
A kind of diaphram wall, including the diaphram wall skeleton described in aforesaid any one, described interior vertical wall steel reinforcement cage placing concrete forms interior vertical wall; Described outer vertical wall steel reinforcement cage placing concrete forms outer vertical wall; Described cross wall steel reinforcement cage placing concrete forms cross wall. Described diaphram wall can be without supporting trellis diaphram wall.
Preferably, described interior vertical wall, outer vertical wall and tabula coping are equipped with top beam, and described top beam is cast-in-situ steel reinforced concrete beam.
Preferably, described cross wall steel reinforcement cage at least two, the length of each cross wall steel reinforcement cage is identical with the length of the protuberance of described outer vertical wall steel reinforcement cage; Described jointing is at least three; Described jointing connects respectively and is arranged between described interior vertical wall steel reinforcement cage and described partition wall steel reinforcement cage, between cross wall steel reinforcement cage, and between cross wall steel reinforcement cage and described outer vertical wall steel reinforcement cage.
A kind of foundation ditch unsupportedly descend diaphragm wall and jointing, described diaphram wall is made up of interior vertical wall, outer vertical wall, cross wall and top beam, described interior vertical wall is formed by the arrangement of T-shaped diaphram wall, described outer vertical wall is arranged by T-shaped and in-line diaphram wall and forms, described interior vertical wall is connected by in-line cross wall with outer vertical wall, and connected mode adopts jointing; Described interior vertical wall, outer vertical wall and tabula coping are equipped with top beam, and top beam is integral cast-in-situ reinforced beam; Described jointing is made up of the transverse plate of vertical welding and longitudinal plate, and transverse plate be not open pore steel plate, and longitudinal direction plate has circular port, and circular port periphery is provided with rib.
Diaphram wall is the lattice structure being connected to form by a series of underground continuous wall groove segments; it is collectively constituted by interior vertical wall, outer vertical wall, cross wall and top beam; cross wall connects the inside and outside vertical lattice structure of wall formation and the original state soil body of inside is collectively forming gravity-type structure, and it can only rely on as foundation pit enclosure structure himself to undertake cheats inside and outside Water And Earth Pressures in foundation pit construction process.
Interior vertical wall is formed by the arrangement of T-shaped diaphram wall, interior vertical wall adopts T-shaped diaphram wall but not in-line diaphram wall, T-shaped diaphram wall can play buttress portion wall stiffness preferably, is remarkably improved interior vertical wall deformation rigidity when not increasing cross wall quantity. Traditional flexible joint can be adopted between interior vertical wall difference body of wall, specifically can adopt circular locking notch pipe, semicircle locking notch pipe, corrugated tube joint, wedge joint, armored concrete preparation joint etc.
Outer vertical wall is arranged by T-shaped and in-line diaphram wall and forms, owing to the vertical wall in Excavation Process China and foreign countries is non-free face, soil pressure relative equilibrium suffered by outer vertical wall both sides, because indulging wall in addition except must adopting T-shaped diaphram wall with cross wall coupling part, remainder can adopt in-line diaphram wall, may be used without Traditional flexible joint between outer vertical wall difference body of wall.
Interior vertical wall is connected by in-line cross wall with outer vertical wall, and connected mode adopts jointing. Cross wall is that diaphram wall plays the important feature component of vertical wall and outer vertical wall cooperative transformation in its integral rigidity operative constraint, and therefore cross wall will bear bigger vertical shear effect when deformation. For the cross wall bearing bigger vertical shear, select the jointing that rigidity is bigger to ensure the overall performance of cross wall structure.
Interior vertical wall, outer vertical wall and tabula coping are equipped with top beam, and top beam is integral cast-in-situ reinforced beam. Restriction due to underground continuous wall construction technique condition, concrete within the scope of wall top portion certain depth is affected by laitance, its construction quality does not often reach designing requirement, additionally for the integral rigidity at wall vertical in strengthening, outer vertical wall and cross wall top, being also required to after construction of diaphragm wall terminates and cut interior vertical wall, outer vertical wall and cross wall top concrete, young concrete of laying equal stress on forms the top beam that globality is stronger.
Jointing is made up of the transverse plate of vertical welding and longitudinal plate, transverse plate not perforate, longitudinal plate has circular port, circular port periphery is provided with rib, circular port can be prevented effectively from the stress concentration phenomenon of rectangular opening angle point, the rib of circular hole and periphery thereof adds the build-in interlocking between longitudinal plate and concrete, to undertake the vertical shear stress between different underground continuous wall groove segment.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
Fig. 1 is the front view of this utility model diaphram wall;
Fig. 2 is the structural representation of the diaphram wall of Fig. 1;
Fig. 3 is the front view of jointing of the present utility model;
Fig. 4 is the jointing sectional view along line A-A of Fig. 3;
Fig. 5 is the structural representation of the jointing of Fig. 3.
Wherein:
The outer vertical wall of vertical wall 2 in 1
3 cross wall 4 jointings
5 top beam 6 transverse plates
7 longitudinal plate 8 circular ports
9 ribs
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiment of the present utility model is elaborated: the present embodiment is carried out under premised on technical solutions of the utility model; give detailed embodiment and concrete operating process, but protection domain of the present utility model is not limited to following embodiment.
Embodiment:
Example relies on engineering to be certain shipyard flooding dock dock chamber foundation ditch, and the maximum cutting depth of this foundation ditch is 15.7m. Considering the instructions for use of flooding dock, the dock chamber excavation requirement such as size and construction period, dock chamber foundation ditch adopts without inner supporting type form of construction work. Consider excavation process is not installed inner support, it is only capable of relying on foundation pit enclosure structure self to bear the outer Water And Earth Pressures in hole, foundation ditch west side and southern side adopt the diaphram wall that the utility model proposes as foundation pit enclosure structure, remainder adopts high-pile beam continuous underground wall structure, and is connected with buoyancy tank platform.
Referring to Fig. 1 and Fig. 2, described diaphram wall includes: interior vertical wall (1), outer vertical wall (2), cross wall (3) and top beam (5). Interior vertical wall (1) is connected by in-line cross wall (3) with outer vertical wall (2), and connected mode adopts jointing (4). The top of interior vertical wall (1), outer vertical wall (2) and cross wall (3) is equipped with top beam (5).
See also Fig. 3, Fig. 4 and Fig. 5, jointing (4) is made up of transverse plate (6) and longitudinal plate (7) of vertical welding, transverse plate (6) is not open pore steel plate, longitudinal plate (7) has circular port (8), and circular port (8) periphery is provided with rib (9). When concrete perfusion, the concrete described circular port of traverse (8). When concrete consolidates, form the concrete cylindrical through described circular port (8), thus improving firm switching performance further. Described jointing (4) is cross plate joint.
In in this utility model, vertical wall (1) is made up of interior vertical wall steel reinforcement cage concrete perfusion. Described outer vertical wall (2) is made up of outer vertical wall steel reinforcement cage concrete perfusion. Cross wall (3) is made up of cross wall steel reinforcement cage concrete perfusion. Described top beam (5) can also adopt steel reinforcement cage concrete perfusion to make.
With the direction of observation of Fig. 1 for benchmark, described transverse plate (6) is extended in left-right direction, and described longitudinal plate (7) above-below direction along diagram is extended.
Preferably, this interior vertical wall (1) thick 800mm, deep 28m, T-shaped counterfort thickness 600mm, the thick 600mm of outer vertical wall (2), deep 25m, T-shaped counterfort thickness 600mm, cross wall (3) thick 600mm, deep 20m. Being connected by of interior vertical wall (1) different slots sectionCircular locking notch pipe flexible joint, being connected by of outer vertical wall (2) different slots sectionCircular locking notch pipe flexible joint, cross wall (3) be connected by jointing (4). Jointing (4) planar dimension 1.2m �� 0.6m, thick 20mm, transverse plate (6) not perforate, longitudinal plate (7) every side steel plate has two rowsCircular port (8), quincuncial arrangement, center distance 300mm, the week steel plate both sides, hole of each circular port (8) are all weldedRound steel rib (9). Interior vertical wall (1), outer vertical wall (2) and cross wall (3) top are all provided with setting high the cast-in-situ steel reinforced concrete top beam (5) of 1.5m, wide 1.5m.
This utility model diaphram wall successful implementation construction of foundation pit enclosure, and it has been smoothed out excavation of foundation pit. When excavation of foundation pit terminates, diaphram wall lateral deformation is only the 0.15%��0.5% of the excavation of foundation pit degree of depth, meet deformation control of foundation pit requirement, illustrate that diaphram wall has played the overall strong feature in lattice structure space preferably, jointing also constrains the relative settlement of the intersegmental body of wall of cross wall different slots preferably, it was shown that the integrated connection characteristic of cross wall is good. After adopting above-mentioned technology, example is implemented smoothly, and current agent structure has been put into using, and implementation result is good.
Although this utility model discloses as above with preferred embodiment; so it is not limited to this utility model; any those skilled in the art; without departing from spirit and scope of the present utility model; when doing a little amendment and perfect, therefore protection domain of the present utility model is when with being as the criterion that claims define.
Claims (10)
1. the jointing of a diaphram wall, it is characterized in that, including: transverse plate (6) and longitudinal plate (7), described transverse plate (6) is arranged on described longitudinal plate (7), and the thickness direction of described transverse plate (6) is set perpendicularly to the thickness direction of described longitudinal plate (7).
2. the jointing of diaphram wall according to claim 1, it is characterized in that: described transverse plate (6) at least two, and this at least two transverse plate (6) is separately positioned on the both sides of described longitudinal plate (7), and two of which transverse plate (6) is arranged along same straight-line extension; Or
Described longitudinal plate (7) at least two, and this at least two longitudinal direction plate (7) is separately positioned on the both sides of described transverse plate (6), and two of which longitudinal direction plate (7) is arranged along same straight-line extension.
3. the jointing of diaphram wall according to claim 1 and 2, it is characterised in that: described longitudinal plate (7) has through hole (8), and this through hole (8) can be used for concrete flowing.
4. the jointing of diaphram wall according to claim 3, it is characterised in that: described through hole (8) is circular hole.
5. the jointing of diaphram wall according to claim 3, it is characterised in that: described longitudinal plate (7) is upper has rib (9) around described through hole (8) is projecting.
6. the jointing of diaphram wall according to claim 1, it is characterised in that: described transverse plate (6) and described longitudinal plate (7) respectively steel plate.
7. the jointing of diaphram wall according to claim 6, it is characterised in that: described transverse plate (6) is set to be welded to connect with described longitudinal plate (7).
8. a diaphram wall skeleton, it is characterised in that: include the jointing (4) of diaphram wall according to any one of diaphram wall steel reinforcement cage and claim 1 to 7; Described diaphram wall steel reinforcement cage includes interior vertical wall steel reinforcement cage, outer vertical wall steel reinforcement cage and cross wall steel reinforcement cage; Between described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage, interval is arranged; Described cross wall steel reinforcement cage is arranged between described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage; Jointing (4) at least two of described diaphram wall; The jointing (4) of at least one described diaphram wall connects on the one end being arranged on described interior vertical wall steel reinforcement cage and described cross wall steel reinforcement cage respectively; At least the jointing (4) of diaphram wall described in another one connects on the other end being arranged on described outer vertical wall steel reinforcement cage and described cross wall steel reinforcement cage respectively.
9. diaphram wall skeleton according to claim 8, it is characterized in that: described interior vertical wall steel reinforcement cage and described outer vertical wall steel reinforcement cage are disposed as the T-shaped with protuberance, in this T-shaped, the protuberance of vertical wall steel reinforcement cage faces setting to vertical wall steel reinforcement cage with outside this T-shaped.
10. diaphram wall skeleton according to claim 9, it is characterised in that: described cross wall steel reinforcement cage at least two, the length of each cross wall steel reinforcement cage is identical with the length of the protuberance of described outer vertical wall steel reinforcement cage; The jointing (4) of described diaphram wall is at least three; The jointing (4) of described diaphram wall connects respectively and is arranged between described interior vertical wall steel reinforcement cage and described partition wall steel reinforcement cage, between cross wall steel reinforcement cage and between cross wall steel reinforcement cage and described outer vertical wall steel reinforcement cage.
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CN201521096754.8U CN205276287U (en) | 2015-12-24 | 2015-12-24 | Underground continuous wall's attach fitting and underground continuous wall skeleton |
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CN201521096754.8U CN205276287U (en) | 2015-12-24 | 2015-12-24 | Underground continuous wall's attach fitting and underground continuous wall skeleton |
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Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN106088129A (en) * | 2016-08-16 | 2016-11-09 | 上海勘测设计研究院有限公司 | High-rise buildings radial pattern foundation structure method of construction |
CN109736295A (en) * | 2019-01-15 | 2019-05-10 | 中铁第四勘察设计院集团有限公司 | A kind of building structure vertical supporting system and its construction method |
WO2019136856A1 (en) * | 2018-01-12 | 2019-07-18 | 上海勘察设计研究院(集团)有限公司 | Supporting structure and construction method therefor, and superimposed pile wall doubling as supporting structure |
CN113585237A (en) * | 2021-08-13 | 2021-11-02 | 中南大学 | Diaphragm wall joint and diaphragm wall construction method |
-
2015
- 2015-12-24 CN CN201521096754.8U patent/CN205276287U/en not_active Expired - Fee Related
Cited By (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN106088129A (en) * | 2016-08-16 | 2016-11-09 | 上海勘测设计研究院有限公司 | High-rise buildings radial pattern foundation structure method of construction |
CN106088129B (en) * | 2016-08-16 | 2018-04-24 | 上海勘测设计研究院有限公司 | High-rise buildings radial pattern foundation structure method of construction |
WO2019136856A1 (en) * | 2018-01-12 | 2019-07-18 | 上海勘察设计研究院(集团)有限公司 | Supporting structure and construction method therefor, and superimposed pile wall doubling as supporting structure |
CN109736295A (en) * | 2019-01-15 | 2019-05-10 | 中铁第四勘察设计院集团有限公司 | A kind of building structure vertical supporting system and its construction method |
CN109736295B (en) * | 2019-01-15 | 2024-02-27 | 中铁第四勘察设计院集团有限公司 | Vertical supporting system of building structure and construction 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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Granted publication date: 20160601 |