CN108149675B - Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure - Google Patents
Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure Download PDFInfo
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- CN108149675B CN108149675B CN201611099730.7A CN201611099730A CN108149675B CN 108149675 B CN108149675 B CN 108149675B CN 201611099730 A CN201611099730 A CN 201611099730A CN 108149675 B CN108149675 B CN 108149675B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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Abstract
A kind of construction method of underground continuous wall using assembled locking notch pipe water sealing structure is disclosed in the present invention, it is by changing locking notch pipe structure used in even wall construction, and adaptive change is carried out to work progress, it achieves the power for reducing locking notch pipe and extracting, reduce the no-reinforcing-bar plain concrete partial volume at underground continuous wall connector, and increase the technical effect of the energy of the infiltration at underground continuous wall connector.
Description
Technical field
The present invention relates to construction techniques, more specifically, it relates to a kind of using assembled locking notch pipe water sealing structure
Construction method of underground continuous wall.
Background technique
With flourishing for China's construction market, builds etc. in big moldeed depth base engineering in subway, room and adopt more and more widely
Use diaphram wall as enclosed structure.Diaphram wall is formed by many wall section spelling groups, to keep continuously applying between wall section
Work, connector use locking notch pipe technique, i.e., before slot section concrete is perfused, in the end of slot section, a pre-inserted diameter and groove width are equal
Locking notch pipe, after concrete initial set by locking notch pipe slowly extract, make end formed half blind mortise shape.Then wall steel reinforcement cage with descending width
Tang put down linking, then two width of casting concrete wall formed an entirety, the concrete of after-pouring is in half blind mortise shape
Tenon structure is formed at position, so as to preferably be connected between adjacent two width diaphram wall.
But in the work progress of diaphram wall, before the excavation of foundation pit of second diaphram wall, positioned at adjacent
Locking notch pipe between diaphram wall must be extracted first, to provide enough spaces to the excavation of foundation pit, after-pouring second segment
When diaphram wall, the position of script locking notch pipe can so complete adjacent diaphram wall by concrete full of tenon is formed
Connection.But being full of at locking notch pipe is plain concrete, the steel reinforcement cage of second segment diaphram wall can not extend to locking notch pipe
Often there is shear resistance weak area in position, therefore, the joint of diaphram wall, so that the rigidity of diaphram wall is not high.
Summary of the invention
The purpose of the present invention is to provide a kind of construction method of underground continuous wall using assembled locking notch pipe water sealing structure,
By the change of the structure of locking notch pipe and its taking-up sequence, so that adjacent diaphram wall is after the completion of pouring, in connector
Place forms a slot, and by transferring the steel reinforcement cage with slot shape adaptation in slot and pouring, reduction is adjacent to lower continuous
Plain concrete volume at wall joint, promotes the shear resistance of the joint of diaphram wall.
Above-mentioned purpose of the invention has the technical scheme that a kind of using assembled locking notch pipe sealing knot
The construction method of underground continuous wall of structure, includes the following steps:
Step 1: excavating base soil layer to form melt pit, and constructs to be formed in melt pit two sides and lead wall；
Step 2: after in step 1 lead wall solidification after, melt pit deep-cut to form the first slot section；
Step 3: the sediment of the first slot section bottom of cleaning, vertically assigns tube body at the both ends of the first slot section, to two root canal bodies
Between the first slot section in decentralization diaphragm wall steel reinforcement cage and pour, form the first diaphram wall；
Step 4: remove after the initial set of the first diaphram wall close to the steel pipe for the slot section that will be excavated in tube body, and
The entire assembled locking notch pipe of the first slot section other end, the space conceded using the steel pipe deep-cut to melt pit forming the as starting point
Two slot sections；
Step 5: the steel pipe extracted in step 4 is turned back to form whole assembled locking notch pipe, and in the another of the second slot section
Vertically assign an assembled locking notch pipe in end；
Step 6: removing the company of decentralization between the sediment of the second slot section bottom and two into the second slot section assembled locking notch pipes
Continuous wall steel reinforcement cage simultaneously pours, and forms the second diaphram wall；
Step 7: the assembled locking notch pipe between the second slot section and the first slot section is extracted after the initial set of the second diaphram wall,
And close to the steel pipe of next diaphram wall in the assembled locking notch pipe of one end far from the first slot section；
Step 8: the assembled locking notch pipe extracted between the first diaphram wall and the second diaphram wall forms a slot
Hole, into the slot, insertion connects wall steel reinforcement cage and pours, and forms the connector of adjacent diaphram wall；
Its middle tube body is processed to be formed in accordance with the following steps: by two pieces of steel plate bendings or rolls and forms two steel pipes, two steel
The tenon isometric with steel pipe and assembled slot is respectively welded along respective length direction on pipe, by two steel pipes by tenon with
Assembled slot docks to form tube body, and steel pipe forms competing assembled face at docking.
By using above-mentioned technical proposal, tube body has two steel pipes to be spliced to form, and in construction, the first diaphram wall is poured
After building, the steel pipe close to the slot section that will be excavated is extracted, the excavation space of next slot section is guaranteed, after having dug the second slot section
When the steel pipe of extraction being turned back to form entire tube body, then pouring the diaphragm wall steel reinforcement cage in the second slot section, exist in two diaphragm walls
Tube body is extracted in two times after the completion of pouring, accordingly even when tube two sides to form the first diaphram wall and the second underground with pouring
The concrete of diaphragm wall contacts, and the withdrawal force of single steel pipe will not extract required power beyond single locking notch pipe originally, and pull out
Tube body out forms a slot between two diaphragm walls, and the geomery welding for being directed to stake holes connects wall steel reinforcement cage and lower section
Poured in slot, diaphram wall not only can in this position positive engagement, can also reduce be adjacent to it is lower continuous
Plain concrete area between wall, promotes the shear resistance of this position.
Further, in step 3, increase following steps before transferring diaphragm wall steel reinforcement cage into the first slot section: in tube body
Upper end and the junction insertion timber wedge for leading wall, so that the upper end of tube body and leading is butted on respectively on two faces of timber wedge between wall.
It can prevent tube body from pouring with the fixed tube body of timber wedge on the side for leading wall by using above-mentioned technical proposal
It is impacted and shakes by concrete when the first diaphram wall.
Further, it is removed in step 4 in tube body before the steel pipe for the slot section that will be excavated, increases following steps:
In diaphragm wall steel reinforcement cage and steel-pipe welding crotch, to fix steel pipe on diaphragm wall steel reinforcement cage.
By using above-mentioned technical proposal, after removing a steel pipe in tube body, remaining steel pipe may run-off the straight,
Remaining steel pipe is fixed with the crotch of welding, to guarantee that steel pipe is vertical always when excavating the second slot section, until will extract
Steel pipe turns back to.
Further, the process of assembled locking notch pipe is as follows:
S1 takes one piece of steel plate 1D, continuously bends five times in the same direction along one end, wherein bending for the first time with last time
90 degree, intermediate to bend 120 degree three times, there are an openings between the both ends steel plate 1D after bending；
Inside seamed edge inner bending forms holding tank at the seamed edge being bent to form for the third time when S2 steel plate 1D is bent；
S3 takes steel plate 2D, is bent to form tenon, and tenon is soldered in the opening in step S1；
S4 takes steel plate 3D, be bent to form one with S1 in identical steel plate structure, and opening bend inwards to be formed with
The assembled slot of S2 convexity tenon structure adaptation；
Same position of the S5 in steel plate 3D forms holding tank with same manner；
S6 installs seal plate in the holding tank on the steel pipe close to the first diaphram wall.
By using above-mentioned technical proposal, two steel pipes are processed using the molding form of steel plate bending, it is possible to reduce tube body
Processing cost and consumption time, and bending forms holding tank on steel pipe, and seal plate is installed in holding tank, with into one
Step increases the percolation-proof effect between the first diaphram wall and the second diaphram wall.
Preferably, described before sliding into seal plate in holding tank, the part of the surface of holding tank is protruded on seal plate
Apply lubricating oil.
By using above-mentioned technical proposal, seal plate tube body extraction after need to stay in underground, with diaphram wall with
Water sealing structure is formed at the steel reinforcement cage of connector, therefore, the part being held in holding tank on seal plate is lubricated, and can be reduced
Frictional force between holding tank and seal plate prevents from taking seal plate together out of when extracting steel pipe.
Preferably, up and down primary at interval of 10 to 15min after the completion of being poured in step 3 to diaphragm wall steel reinforcement cage
Tube body.
By using above-mentioned technical proposal, fixed time intervals activity tube body, the concrete that tube body can be prevented and poured
Bonding is got up, and subsequent tube drawing is influenced.
Preferably, 30 to 50 ㎝ of lower end insertion groove section bottom of tube body, the upper end of tube body and the junction insertion wood for leading wall
Wedge, so that the upper end of assembled locking notch pipe and leading contradicts between wall.
By using above-mentioned technical proposal, tube body is downwardly into 30 to 50 ㎝ of slot section bottom, can prevent the coagulation poured
Soil forms flow-disturbing in bottom.
In conclusion the invention has the following advantages:
(1) using assembled tube body as locking notch pipe, power needed for can reduce tube drawing；
(2) tube body is spliced to form by two semi-hexagonal steel pipes, and the six prismatics tube body being spliced to form is compared to common
Round tube reduces with the concrete surface product to form diaphram wall is poured, further decreases tube drawing power；
(3) it is set to a pair of of seamed edge for fixing the holding tank of seal plate, seal plate can be made to be inserted into diaphram wall
Wall depth increase, reduce seal plate extracted with tube body and the probability that is carried over；
(4) increase regular hexagon steel reinforcement cage between adjacent diaphram wall, reduce the plain concrete model in continuous underground wall structure
It encloses, so that the intensity of diaphram wall improves.
Detailed description of the invention
Fig. 1 is the axonometric drawing of assembled locking notch pipe；
Fig. 2 is the top view of tube body；
Fig. 3 is the explosive view of assembled locking notch pipe；
Fig. 4 is the cross section view of seal plate；
Fig. 5 is the construction schematic diagram for leading wall；
Fig. 6 is construction of diaphragm wall step the first width schematic diagram;
Fig. 7 is construction of diaphragm wall step the second width schematic diagram;
Fig. 8 is construction of diaphragm wall step third width schematic diagram;
Fig. 9 is four width schematic diagram of construction of diaphragm wall step the;
Figure 10 is five width schematic diagram of construction of diaphragm wall step the;
Figure 11 is six width schematic diagram of construction of diaphragm wall step the;
Figure 12 is seven width schematic diagram of construction of diaphragm wall step the;
Figure 13 is eight width schematic diagram of construction of diaphragm wall step the;
Figure 14 is nine width schematic diagram of construction of diaphragm wall step the;
Figure 15 is the first construction of diaphragm wall schematic diagram；
Figure 16 is the schematic diagram that even decentralization of wall steel reinforcement cage and tube body extract state；
Figure 17 is the result schematic diagram after 3 light plate 1D of embodiment bending；
Figure 18 be 3 light plate 2D of embodiment bend or weld after with steel plate 1D welded structure schematic diagram；
Figure 19 is the steel-tube construction view that 3 light plate 3D of embodiment bends and formed after being welded and fixed.
In figure, 1a, 1b, 1c, tube body；10a, 10b, 10c, 10d, 10e, 10f, steel pipe；11, assembled face；12, assembled slot；
13, tenon；14, it perforates；2, holding tank；20, round notch；21, rectangular notch；22, dove-tail form notch；3, seal plate；30, thin
Plate；31, cylinder；32, rectangular slab；321, wedge-shaped bar；33, coattail board；4, base soil layer；40, L shape reinforcing bar；41, the first slot section；42,
Second slot section；5, wall is led；50, slot；6a, 6b, diaphragm wall steel reinforcement cage；60, connect wall steel reinforcement cage；61, crotch；7, underground is continuous
Wall；70, the first diaphram wall；71, the second diaphram wall；80, steel plate 1D；800, starting point end；801, the first plate body；802,
Second plate body；803, third plate body；804, the first inflection point；805, stop is received；806 the 4th plate bodys；807, the 5th plate body；808,
Six plate bodys 809, clearing end；81, steel plate 2D；83, steel plate 3D；84, it is open；85, weld seam.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
Embodiment 1
A kind of assembly locking notch pipe, as shown in Figure 1, including tube body 1, the section of tube body 1 is regular hexagon.Include on tube body 1
Two semi-hexagonal steel pipes 10, two semi-hexagonal steel pipes 10 are by two sides center corresponding on tube body 1 along bus point
It cuts to be formed, two semi-hexagonal steel pipes 10 are followed successively by semi-hexagonal steel pipe 10a, semi-hexagonal steel pipe 10b.Wherein half six
The steel pipe 10a of side shape and semi-hexagonal steel pipe 10b assembly are in together, forming assembled face 11.
In conjunction with Fig. 2 and Fig. 3, semi-hexagonal steel pipe 10a opens up assembled slot 12, assembled slot 12 at the center in assembled face 11
It is recessed along semi-hexagonal steel pipe 10a radial inward.Assembled slot 12 is in T font, and wherein the head of T font is towards semi-hexagonal steel
The inside of pipe 10a prevents semi-hexagonal steel pipe 10a and semi-hexagonal steel pipe 10b from disengaging.Assembled slot 12 is along semi-hexagon shape
The length of steel pipe 10a be arranged and run through semi-hexagonal steel pipe 10a.
Semi-hexagonal steel pipe 10b corresponds to the position of assembled slot 12, has been wholely set tenon 13.Tenon 13 is sticked in spelling
In tankage 12, the size of tenon 13 is slightly smaller than assembled slot 12, makes the activity of semi-hexagonal steel pipe 10b not by semi-hexagonal steel
The limitation of pipe 10a, but be unlikely to deviate from from semi-hexagonal steel pipe 10a.Tenon 13 is along semi-hexagonal steel pipe 10b's
Length setting is simultaneously isometric therewith, so that semi-hexagon shape steel pipe 10a and semi-hexagonal steel pipe 10b can be spliced with overall length.
Side on semi-hexagonal steel pipe 10a and semi-hexagonal steel pipe 10b relative to assembled face 11 is respectively set
There is holding tank 2.Two sides on semi-hexagonal steel pipe 10a and semi-hexagonal steel pipe 10b perpendicular to assembled face 11 are along it
Several perforation 14 are distributed in generatrix direction, and each perforation 14 is along the radial penetration tube wall of tube body 1, dedicated so as to pass through
Hydraulic tube drawing bench extract semi-hexagonal steel pipe 10a and/or semi-hexagonal steel pipe 10b.
Holding tank 2 runs through entire tube body 1 along 1 half radial center sunken inside of tube body comprising: it is located at 1 outermost end of tube body
Round notch 20, the rectangular notch 21 at intermediate position and the dove-tail form notch 22 of the axis close to tube body 1.
Seal plate 3 is embedded in holding tank 2, seal plate 3 can slide in holding tank 2 along the generatrix direction of tube body 1
It is connected with disengaging or sliding with tube body 1, seal plate 3 is rubber fastening band, it is possible to use other conventional material such as steel plate for sealing water, material
Material is easy to get, and reduces production cost.
As shown in figure 4, seal plate 3 is formed a whole by the thin plate 30 of the symmetrical strip of two block structures, thin plate 30 by
Cylinder 31, rectangular slab 32 and the coattail board 33 that cross section and 2 shape of holding tank are adapted form.It is distributed in the two sides of rectangular slab 32
There are several wedge-shaped bars 321 displayed side by side, one side and the thin plate 30 of wedge-shaped bar 321 are linked together, so that the cross section of thin plate 30
In herring-bone form.
It should be pointed out that the setting purpose of wedge-shaped bar 321 has following three points: first is that in order to increase by 3 surface of seal plate
Roughness enables it to be preferably firmly combined with concrete；Second is that seal plate 3 can be hindered in the lateral position of concrete wall
It moves, so that seal plate 3 stays in concrete when extracting tube body 1；Third is that wedge-shaped bar 321 increases the week of 3 cross section of seal plate
Long, motion path is increase accordingly to be formed and be streamed, so as to play the role of antiseep when water penetrates into from there.Therefore, wedge
The shape of shape item 321 is not limited to shape shown in foregoing description and Fig. 4, can also be with circular protrusions, rectangular preiection etc., can
Reach same purpose.
Embodiment 2
A kind of construction method of underground continuous wall using assembled locking notch pipe water sealing structure, in conjunction with Fig. 5 to Fig. 8, which connects
Continuous wall form of construction work is as follows:
A1: it leads the construction of wall 5: in conjunction with Fig. 5, being identified using boundary of works area of the scoring equipment to diaphram wall 7, then
The melt pit that about 1.5 meters of depths are formed with mechanical excavation base soil layer 4 is inserted into L shape reinforcing bar 40,40 outside of L shape reinforcing bar in the two sides of melt pit
Enclose it is baffled, casting concrete formation leads wall 5；
A2: the first slot section 41 is excavated: in conjunction with Fig. 6 and Figure 15, after leading wall 5 and solidifying, using hydraulic grab bucket grooving machine to leading
The base soil layer 4 of 5 lower section of wall is deep-cut, and the first slot section 41 is formed；
The construction of A3: the first diaphram wall 70:
(1) Fig. 7 and Figure 15 is combined, is hung in two embodiments 1 and is described respectively by crawler belt in the two sides of the first slot section 41
Assembled locking notch pipe.The bottom of tube body 1a and tube body 1b the vertical insertion grooves section of assembled locking notch pipe, concrete is to spelling in order to prevent
Locking notch pipe lower end flow-disturbing is filled, assembled locking notch pipe needs 30 ~ 50cm of insertion groove subsoil body.
The seal plate 3 on the tube body 1a and tube body 1b of assembled locking notch pipe is located on the plane of symmetry that two sides are led among wall 5 simultaneously.
The perforation 14 of the top needs to expose on tube body 1a and tube body 1b, perforate 14 position be higher than lead wall 5.Tube body 1a's and tube body 1b
Tube wall is led wall 5 with two sides and is bonded, and the junction timber wedge wedge jail of wall 5 is led in the upper end and two sides of tube body 1, prevents tube body 1 from tilting；
(2) sediment for removing 41 bottom of the first slot section, prefabricated diaphragm wall steel reinforcement cage 6a is placed into the first slot section 41,
Weld crotch 61 in the top of diaphragm wall steel reinforcement cage 6a.
In conjunction with Fig. 8, then to diaphragm wall steel reinforcement cage 6a casting concrete；
(3) Fig. 8 and Figure 15 is combined, when concrete initial set hardening reaches some strength, at the top of diaphragm wall steel reinforcement cage 6a
Crotch 61 connect with semi-hexagonal steel pipe 10c, prevent from causing semi-hexagonal steel pipe during extracting tube body 1b
The inclination of 10c.Crotch 61 plays the role of being fixed temporarily.Using dedicated hydraulic drawbench and semi-hexagonal steel pipe 10a, 10b,
Perforation 14 on 10d is fixed, and semi-hexagonal steel pipe 10a, 10b, 10d are extracted.
In conjunction with Fig. 8 and Fig. 9, since a part of the seal plate 3 on the semi-hexagonal steel pipe 10b of tube body 1a is by concrete
It solidifies, during extraction, seal plate 3 stays in the first diaphram wall 70 semi-hexagonal steel pipe 10b.Seal plate 3
On wedge-shaped bar 321 not only increased the bonding strength of concrete Yu seal plate 3, but also the lateral displacement of seal plate 3 can be hindered so that
Seal plate 3 stays in concrete walls body, while the seal plate 3 at 2 position of holding tank of semi-hexagonal steel pipe 10b exposes concrete
Outside wall.
At this point, the construction of the first diaphram wall 70 finishes；
A4: excavate the second slot section 42: in conjunction with Fig. 9, using with construction method identical in A2, in semi-hexagonal steel pipe
The side of 10c is deep-cut, and the second slot section 42 is formed.Since semi-hexagonal steel pipe 10d has been extracted, in semi-hexagonal steel
The side of pipe 10c forms certain space, is conducive to the construction of the second slot section 42；
The construction of A5: the second diaphram wall 71:
(1) Figure 10 is combined, semi-hexagonal steel pipe 10d, semi-hexagonal steel are transferred by crawler belt in the second slot section 42
Pipe 10d and semi-hexagonal steel pipe 10c cooperates, and forms tube body 1b again.The other side of second slot section 42 hangs tube body 1c, decentralization
Tube body 1c and tube body 1b setting it is consistent；
(2) sediment for removing 42 bottom of the second slot section, prefabricated diaphragm wall steel reinforcement cage 6b is placed into the second slot section 42,
Prefabricated diaphragm wall steel reinforcement cage 6b and prefabricated diaphragm wall steel reinforcement cage 6a setting are consistent.
In conjunction with Figure 11, the casting concrete into prefabricated steel reinforcement cage 6b；
(3) Figure 12 and Figure 16 is combined, when concrete initial set hardening reaches some strength, diaphragm wall steel reinforcement cage 6b is pushed up
The crotch 61 in portion is connect with semi-hexagonal steel pipe 10e, is prevented during extracting semi-hexagonal steel pipe 10f, causes half
The inclination of the steel pipe 10e of hexagon.Use the perforation 14 on dedicated hydraulic drawbench and semi-hexagonal steel pipe 10c, 10d, 10f
It is fixed, semi-hexagonal steel pipe 10c, 10d, 10f are extracted.
Since a part of the seal plate 3 on semi-hexagonal steel pipe 10c and semi-hexagonal steel pipe 10d is coagulated by concrete
Gu living, during extraction, seal plate 3 stays in the second underground company by semi-hexagonal steel pipe 10c and semi-hexagonal steel pipe 10d
In continuous wall 71.The seal plate 3 at 2 position of holding tank of semi-hexagonal steel pipe 10c and semi-hexagonal steel pipe 10d exposes mixed simultaneously
Solidifying cob wall is external.
The construction of second diaphram wall 71 finishes；
At this point, the first diaphram wall 70, the second diaphram wall 71 and leading and foring a slot 50 between wall 5, such as
Shown in Figure 12；
The connection construction of A6: the first diaphram wall 70 and the second diaphram wall 71:
(1) Figure 13 and Figure 16 is combined, decentralization connects wall steel reinforcement cage 60 at slot 50, it should be pointed out that due to herein
The assembled locking notch pipe in embodiment 1 is used, since the cross sectional shape of assembled locking notch pipe is hexagon, the slot being here formed as
50 be hexagon.Therefore the cross sectional shape of company's wall steel reinforcement cage 60 of decentralization is similarly hexagon, the cross sectional shape with slot 50
Match.
Wherein connect that the size at 60 corresponding vertex of wall steel reinforcement cage is less than the first diaphram wall 70 and the second underground is continuous
The distance between two pieces of seal plates 3 on wall 71.Two pieces on such first diaphram wall 70 and the second diaphram wall 71 are only
The just not interference of the company's of will receive wall steel reinforcement cage 60 of water plate 3, influences sealing effect.
(2) Figure 14 is combined, the casting concrete into even wall steel reinforcement cage 60, after concrete setting hardening, so that two width
Lower diaphragm wall 7 links together, and forms the continuous wall of two width, and the shear resistance of the continuous wall of formation can almost be kept
Unanimously.According to the length of diaphram wall needed for constructing, step A2 to A6 is repeated, until reaching the length of required diaphram wall
Degree.
Since seal plate 3 stays in diaphram wall in the construction process, the wedge-shaped bar 321 on seal plate 3 makes sealing
The perimeter of 3 cross section of plate increases.Simultaneously as having poured even wall steel reinforcement cage 60 again, connects wall seam crossing in underground and band occur
There is the recess of inflection point, is formed stream when water is penetrated into from the seam crossing of two width diaphram walls 7 in this way, along 3 surface of seal plate
The path of movement is also increase accordingly, to play the role of antiseep.
It should be pointed out that assembled locking notch pipe employed in the present embodiment, it is not limited to assembled lock in embodiment 1
Tube section is the structure of regular hexagon, and the essence of assembled locking notch pipe is that the tube body 1 of assembled locking notch pipe can separate, and forms left and right and spells
The structure of dress.During construction of diaphragm wall, slot can be formed at continuous wall connector, to place steel reinforcement cage i.e.
It can.Therefore the cross sectional shape of assembled locking notch pipe can be circle, quadrangle, octagon etc..
In addition, the assembled locking notch pipe used in the present embodiment, assembled slot 12 at assembled face 11 and correspond
Tenon 13, it is not limited to the section of assembled slot 12 and tenon 13 is the structure of T font in embodiment 1.Assembled slot 12 with it is convex
Tenon 13 cooperates, it is therefore an objective to which making the steel pipe 10 of left and right two of assembled locking notch pipe can be clamped or disengage in use.Cause
This, the cross sectional shape of assembled slot 12 and corresponding tenon 13 at assembled face 11 can be swallow-tail form, circle, ellipse
Shape etc..
Embodiment 3
Assembly fore shaft pipe manufacturing method described in a kind of process embodiment 1:
S1 takes one piece of steel plate 1D80, with the beginning of starting point end 800, is continuously bent twice towards same direction, is for the first time 90
Degree, second is 120 degree, referring to Fig.1 7, the plate body after bending is respectively designated as the first plate body 801, the second plate body 802 and the
Three plate bodys 803；
S2 continues to be bent to form institute in embodiment 1 at the first inflection point 804 on third plate body 803 far from starting point end 800
The holding tank 2 of description, the bending receipts of holding tank 2, which terminate in, receives stop 805；
S3 receives stop 805 with the bending of holding tank 2 and continues bending steel plate twice along former overbending direction on the basis of S2
1D800 forms the 4th plate body 806 and the 5th plate body 807, and angle is 120 between third plate body 803 and the 4th plate body 806
Degree, angle is 120 degree between the 4th plate body 806 and the 5th plate body 807；
S4, which is based on S3, continues that steel plate 1D80 is bent 90 degree of the 6th plate bodys 808 of formation, the 6th plate body 808 to same direction
End be steel plate 1D80 destination terminal 809, the structure after bending is as shown in figure 17, wherein the first plate body 801 and the 6th plate body
808 is isometric, and the second plate body 802 and the 5th plate body 807 are isometric, by third plate body 803 close to the direction of the first inflection point 804 along third
803 direction of plate body extends, while the 4th plate body 806 being extended close to the direction for receiving stop 805 along 806 direction of the 4th plate body, the
Three plate bodys 803 intersect at a point with the 4th plate body 808, and using this point as endpoint, third plate body 803 and the second plate body 802 are isometric,
4th plate body 806 and the second plate body 802 are isometric, and the 5th plate body 807 and the second plate body 802 are isometric, starting point end 800 and destination terminal
Opening 84 is formed between 809；
S5 takes steel plate 2D81, is bent to form tenon, and tenon is soldered in the opening 84 in step S4, welding result is such as
Shown in Figure 18；It should be pointed out that the processing method of steel plate 2D81 is not limited to steel plate bending molding, two pieces can also be used
The shape that wide narrow steel bar adds one piece of transverse slat to be welded into steel plate 2D81 shown in Figure 18, the stress in entire work progress
Can't be too big, play the role of being only positioning.
S6 takes steel plate 3D83, and according to step S1 to S4 bending forming, difference is only that: the length of steel plate 3D83 should be longer than
Steel plate 1D80, to continue to be bent to form assembly slot 12 shown in Figure 19 for the end of the 6th plate body 808 finally, end with rise
The welding of point end 800 forms weld seam 85.
Same position of the S5 in steel plate 3D forms holding tank with same manner.
The above is only a preferred embodiment of the present invention, protection scope of the present invention is not limited merely to above-mentioned implementation
Example, all technical solutions belonged under thinking of the present invention all belong to the scope of protection of the present invention.It should be pointed out that for the art
Those of ordinary skill for, several improvements and modifications without departing from the principles of the present invention, these improvements and modifications
It should be regarded as protection scope of the present invention.
Claims (7)
1. a kind of construction method of underground continuous wall using assembled locking notch pipe water sealing structure, assembled locking notch pipe includes tube body (1),
It is characterized in, includes the following steps:
Step 1: excavating base soil layer (4) to form melt pit, and constructs to be formed in melt pit two sides and lead wall (5)；
Step 2: deep-cut to melt pit forming the first slot section (41) after leading in step 1 wall (5) solidification；
Step 3: cleaning first slot section (41) bottom sediment, the both ends of the first slot section (41) vertically assign tube body (1a,
1b), diaphragm wall steel reinforcement cage (6a) is transferred into the first slot section (41) between two root canal bodies (1a, 1b) and is poured, and forms first
Diaphram wall (70)；
Step 4: removing in tube body (1b) after the first diaphram wall (70) initial set close to the steel pipe for the slot section that will be excavated
The entire tube body (1) of (10d) and first slot section (41) other end, starting point is in the space conceded using the steel pipe (10d), over the ground
Hole deep-cut forming the second slot section (42)；
Step 5: the steel pipe extracted in step 4 (10d) is turned back to form whole root canal body (1), and in the another of the second slot section (42)
Vertically assign a root canal body (1) in one end；
It is transferred between the sediment of second slot section (42) bottom and the two root canal bodies (1) into the second slot section (42) Step 6: removing
Diaphragm wall steel reinforcement cage (6b) simultaneously pours, and is formed the second diaphram wall (71)；
Step 7: extracting the pipe between the second slot section (42) and the first slot section (41) after the second diaphram wall (71) initial set
Close to the steel pipe of next diaphram wall in body (1), and the tube body (1) of one end far from the first slot section (41)；
Step 8: the tube body (1) extracted between the first diaphram wall (70) and the second diaphram wall (71) forms a slot
Hole (50), into the slot (50), insertion connects wall steel reinforcement cage (60) and pours, and forms the connector of adjacent diaphram wall；
Its middle tube body (1) processes formation in accordance with the following steps: by two pieces of steel plate bendings or rolls and forms two steel pipes, two steel pipes
On along respective length direction the tenon isometric with steel pipe and assembled slot is respectively welded, two steel pipes by tenon and are spelled
Tankage docks to be formed tube body (1), and steel pipe forms competing assembled face at docking.
2. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, characterized in that
In step 3, increase following steps before transferring diaphragm wall steel reinforcement cage into the first slot section: in tube body (1) upper end and the company for leading wall
Place's insertion timber wedge is connect, so as to the upper end of tube body (1) and lead wall (5) and be butted on two faces of timber wedge respectively.
3. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, characterized in that
It is removed in step 4 in tube body (1b) before the steel pipe (10d) for the slot section that will be excavated, increases following steps: in diaphragm wall
Crotch (61) are welded at the top of steel reinforcement cage (6a), to fix tube body (1b) far from i.e. by the steel pipe (10c) of box cut section in diaphragm wall
On steel reinforcement cage (6a).
4. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, characterized in that
The process of tube body (1) is as follows:
S1 takes one piece of steel plate 1D, continuously bends five times in the same direction along one end, wherein bending 90 for the first time and for the last time
It spends, intermediate 120 degree of bending three times, there are an openings between the both ends steel plate 1D after bending；
Inside seamed edge inner bending forms holding tank at the seamed edge being bent to form for the third time when S2 steel plate 1D is bent；
S3 takes steel plate 2D, is bent to form tenon, and tenon is soldered in the opening in step S1；
S4 takes steel plate 3D, be bent to form one with S1 in identical steel plate structure, and opening bend inwards to be formed in S3
The assembled slot of tenon physical fit；
Same position of the S5 in steel plate 3D forms holding tank (2) with same manner；
S6 installs seal plate (3) in the holding tank (2) on the steel pipe close to the first diaphram wall (70).
5. the construction method of underground continuous wall according to claim 4 using assembled locking notch pipe water sealing structure, characterized in that
Before the seal plate (3) slides into holding tank (2), the part of the surface that holding tank (2) is protruded on seal plate (3) applies lubrication
Oil.
6. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, characterized in that
After the completion of being poured in step 3 to diaphragm wall steel reinforcement cage (6a), at interval of 10 to 15min, a up and down tube body (1).
7. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, characterized in that
30 to 50 ㎝ of lower end insertion groove section bottom of tube body (1), the upper end of tube body (1) and the junction insertion timber wedge for leading wall, so that pipe
The upper end of body (1) and leading contradicts between wall (5).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201611099730.7A CN108149675B (en) | 2016-12-02 | 2016-12-02 | Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure |
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| CN201611099730.7A CN108149675B (en) | 2016-12-02 | 2016-12-02 | Using the construction method of underground continuous wall of assembled locking notch pipe water sealing structure |
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| CN108149675B true CN108149675B (en) | 2019-10-25 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109056699B (en) * | 2018-08-02 | 2020-07-10 | 浙江理工大学 | Novel fore shaft pipe |
| CN109930592B (en) * | 2019-04-11 | 2021-04-09 | 深圳宏业基岩土科技股份有限公司 | Construction method of vertical impervious curtain with lower permeability coefficient |
| CN110042855B (en) * | 2019-04-25 | 2020-12-25 | 倡创(上海)咨询管理事务所 | Concrete impervious wall and construction method |
| CN112179197A (en) * | 2020-09-24 | 2021-01-05 | 欣旺达电动汽车电池有限公司 | Heat exchange unit and heat exchanger |
| CN113026722B (en) * | 2021-02-22 | 2022-12-20 | 南通四建集团有限公司 | Combined water stop structure with multilateral ribbed plates for underground continuous wall and construction method |
| CN114508094A (en) * | 2022-02-21 | 2022-05-17 | 中冶华南建设工程有限公司 | Underground diaphragm wall structure of water-rich karst geology and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101705697A (en) * | 2009-10-23 | 2010-05-12 | 广东省基础工程公司 | Diaphragm wall joint flexible water stop installing device and method |
| KR20100115019A (en) * | 2009-04-17 | 2010-10-27 | 박길석 | Panel joint for construction for underground diaphragm well and underground diaphragm well constructing method using the same |
| CN101974901A (en) * | 2010-10-22 | 2011-02-16 | 天津深基工程有限公司 | Lateral movably-connecting combined joint pipe of diaphram wall |
| CN103276752A (en) * | 2013-06-20 | 2013-09-04 | 江苏城市职业学院 | Construction method of underground continuous wall expansive concrete joint |
| CN103410174A (en) * | 2013-08-23 | 2013-11-27 | 上海隧道工程股份有限公司 | GXJ underground continuous wall rubber waterproof connector tool and construction method thereof |
-
2016
- 2016-12-02 CN CN201611099730.7A patent/CN108149675B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100115019A (en) * | 2009-04-17 | 2010-10-27 | 박길석 | Panel joint for construction for underground diaphragm well and underground diaphragm well constructing method using the same |
| CN101705697A (en) * | 2009-10-23 | 2010-05-12 | 广东省基础工程公司 | Diaphragm wall joint flexible water stop installing device and method |
| CN101974901A (en) * | 2010-10-22 | 2011-02-16 | 天津深基工程有限公司 | Lateral movably-connecting combined joint pipe of diaphram wall |
| CN103276752A (en) * | 2013-06-20 | 2013-09-04 | 江苏城市职业学院 | Construction method of underground continuous wall expansive concrete joint |
| CN103410174A (en) * | 2013-08-23 | 2013-11-27 | 上海隧道工程股份有限公司 | GXJ underground continuous wall rubber waterproof connector tool and construction method thereof |
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