CN108149675A - 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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- CN108149675A CN108149675A CN201611099730.7A CN201611099730A CN108149675A CN 108149675 A CN108149675 A CN 108149675A CN 201611099730 A CN201611099730 A CN 201611099730A CN 108149675 A CN108149675 A CN 108149675A
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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 the locking notch pipe structure used during even wall is constructed, and adaptive change is carried out to work progress, achieve reduce locking notch pipe extract power, reduce underground continuous wall connector at no-reinforcing-bar plain concrete partial volume, and increase the infiltration at underground continuous wall connector can technique effect.
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 technology
With flourishing for China's construction market, build in subway, room etc. in big moldeed depth base engineering and adopt more and more widely
By the use of diaphram wall as enclosed structure.Diaphram wall is formed by many wall section spelling groups, is continuously applied between wall section to keep
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, and enough space is provided with the excavation for giving foundation pit, after-pouring second segment
During diaphram wall, the position of script locking notch pipe can so complete adjacent diaphram wall by concrete full of tenon is formed
Connection.But it is plain concrete to be full of at locking notch pipe, the steel reinforcement cage of second segment diaphram wall can not extend to locking notch pipe
Position, therefore, often there are shear resistance weak areas for the joint of diaphram wall so that the rigidity of diaphram wall is not high.
Invention content
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,
Pass through 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.
The present invention above-mentioned purpose technical scheme is that：It is a kind of to use 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 construct to be formed in melt pit both 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, between two tube bodies at the both ends of the first slot section
The first slot section in decentralization lead wall steel reinforcement cage and pour, formed the first diaphram wall；
Step 4: after the first diaphram wall initial set, remove in tube body close to the steel pipe and first of slot section that will be excavated
The entire assembled locking notch pipe of the slot section other end, using the space that the steel pipe is conceded as starting point, deep-cut forming the second slot to melt pit
Section；
Step 5: the steel pipe extracted in step 4 is turned back to form whole assembled locking notch pipe, and hang down in the other end of the second slot section
It is straight to assign an assembled locking notch pipe；
Step 6: removing decentralization between the sediment of the second slot section bottom and two into the second slot section assembled locking notch pipes leads wall steel
Muscle cage simultaneously pours, and forms the second diaphram wall；
Step 7: after the second diaphragm wall initial set, assembled locking notch pipe between the second slot section and the first slot section and separate is extracted
Close to the steel pipe of next diaphram wall in the assembled locking notch pipe of one end of the first slot section；
Step 8: the assembled locking notch pipe extracted between the first diaphragm wall and the second diaphragm wall forms a slot, into the slot
The company's of insertion wall steel reinforcement cage simultaneously pours, and forms the connector of adjacent diaphram wall；
Its middle tube body is processed to be formed in accordance with the following steps：It by two pieces of steel plate bendings or rolls and forms two steel pipes, on two steel pipes
The tenon isometric with steel pipe and assembled slot is respectively welded along respective length direction, two steel pipes are passed through into tenon and assembly
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 diaphragm wall pours
Afterwards, it extracts close to the steel pipe of slot section that will be excavated, the excavation space of next slot section is ensured, will after the second slot section has been dug
The steel pipe of extraction turns back to form entire tube body, then pour in the second slot section when leading wall steel reinforcement cage, poured in two diaphragm walls
Tube body is extracted in two times after the completion, accordingly even when tube body both sides to form the coagulation of the first diaphragm wall and the second diaphragm wall with pouring
Soil contact, the withdrawal force of single steel pipe will not exceed the power needed for single locking notch pipe extraction originally, and the tube body extracted is two
A slot is formed between a diaphragm wall, is directed in the geomery welding company's wall steel reinforcement cage and lower section to slot of stake holes and carries out
It pours, diaphram wall can not only be mixed in this position positive engagement, the element that can also reduce between adjacent diaphram wall
Solidifying soil area promotes the shear resistance of this position.
Further, in step 3, transferred into the first slot section increases following steps before leading wall steel reinforcement cage：On tube body
Timber wedge is inserted into the junction for holding and leading wall, so that the upper end of tube body and leading is butted on two faces of timber wedge respectively between wall.
By using above-mentioned technical proposal, tube body is fixed in leading on the side of wall with timber wedge, can prevent tube body from pouring
It is impacted and shakes by concrete during the first diaphragm wall.
Further, it is removed in step 4 in tube body before the steel pipe of slot section that will be excavated, increases following steps：
Wall steel reinforcement cage and steel-pipe welding crotch are being led, to fix steel pipe in leading on 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 ensure 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, is continuously bent 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 steel plate 1D both ends 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 plates 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, is bent to form a steel plate structure identical with S1, and opening bend inwards to be formed in S2
The assembled slot of tenon physical fit；
Same positions 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 diaphragm 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 diaphragm wall and the second diaphragm wall.
Preferably, it is described before seal plate is slipped into holding tank, the part surface of holding tank is stretched 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 on seal plate in holding tank 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, after the completion of guide wall steel reinforcement cage pours in step 3, at interval of 10 to 15min, up and down primary pipe
Body.
By using above-mentioned technical proposal, fixed time intervals activity tube body can prevent tube body and the concrete poured
It bonds, influences follow-up tube drawing.
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 is contradicted 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 advantages that：
（1）Using assembled tube body as locking notch pipe, the power needed for tube drawing can be reduced；
（2）Tube body is spliced to form by two semi-hexagonal steel pipes, the six prismatics tube body being spliced to form compared to common pipe,
The concrete surface of diaphram wall product is formed with pouring to reduce, and further reduces tube drawing power；
（3）Holding tank for fixing seal plate is set to a pair of of seamed edge, and seal plate can be made to be inserted into the wall of diaphram wall
Body depth increases, and reduces the probability that seal plate is extracted with tube body and is carried over；
（4）Increase regular hexagon steel reinforcement cage between adjacent diaphram wall, reduce the plain concrete range in continuous underground wall structure, make
The intensity for obtaining diaphram wall improves.
Description of the drawings
Fig. 1 is the axonometric drawing of assembled locking notch pipe；
Fig. 2 is the vertical 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 bendings；
Figure 18 for 3 light plate 2D of embodiment bend or weld after with steel plate 1D welded structure schematic diagrames；
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；11st, assembled face；12nd, assembled slot；
13rd, tenon；14th, it perforates；2nd, holding tank；20th, round notch；21st, rectangular notch；22nd, dove-tail form notch；3rd, seal plate；30th, it is thin
Plate；31st, cylinder；32nd, rectangular slab；321st, wedge-shaped bar；33rd, coattail board；4th, base soil layer；40th, L-shaped reinforcing bar；41st, the first slot section；42、
Second slot section；5th, wall is led；50th, slot；6a, 6b, wall steel reinforcement cage is led；60th, connect wall steel reinforcement cage；61st, crotch；7th, diaphram wall；
70th, the first diaphram wall；71st, the second diaphram wall；80th, steel plate 1D；800th, starting point end；801st, the first plate body；802nd,
Two plate bodys；803rd, third plate body；804th, the first inflection point；805th, stop is received；806 the 4th plate bodys；807th, the 5th plate body；808th, the 6th
Plate body 809, clearing end；81st, steel plate 2D；83rd, steel plate 3D；84th, it is open；85th, weld seam.
Specific embodiment
The present invention is described in further detail below in conjunction with attached drawing.
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 two on tube body 1
Semi-hexagonal steel pipe 10, two semi-hexagonal steel pipes 10 divide shape by two sides center corresponding on tube body 1 along busbar
Into two semi-hexagonal steel pipes 10 are followed successively by semi-hexagonal steel pipe 10a, semi-hexagonal steel pipe 10b.Wherein semi-hexagon shape
Steel pipe 10a and semi-hexagonal steel pipe 10b assembly in together, forming assembled face 11.
With reference to 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 inwards.Assembled slot 12 is in T fonts, the wherein head of T fonts 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 set 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 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.
In semi-hexagonal steel pipe 10a with being set respectively relative to the side in assembled face 11 on semi-hexagonal steel pipe 10b
There is holding tank 2.On semi-hexagonal steel pipe 10a and semi-hexagonal steel pipe 10b perpendicular to two sides in assembled face 11 along its
Several perforation 14 are distributed in generatrix direction, and each perforation 14 is along the radial penetration tube wall of tube body 1, so as to by special
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, including：Positioned 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 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
To disengage or slide connection 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 is adapted with 2 shape of holding tank form.It is distributed in the both 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 connected as a single entity 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, in order to increase by 3 surface of seal plate
Roughness enables it preferably strong bonded with concrete；Second is that seal plate 3 can be hindered in the lateral position of concrete wall
It moves so that when extracting tube body 1, seal plate 3 is stayed in concrete；Third, wedge-shaped bar 321 increases the week of 3 cross section of seal plate
Long, motion path accordingly increases and is streamed with being formed when water penetrates into from there, so as to play the role of antiseep.Therefore, wedge
The shape of shape item 321 is not limited to the shape shown in foregoing description and Fig. 4, can also 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, with reference to Fig. 5 to Fig. 8, the diaphram wall
Form of construction work is as follows：
A1：Wall 5 is led to construct：With reference to Fig. 5, the boundary of works area of diaphram wall 7 is identified using scoring equipment, then uses machine
Tool excavates the melt pit that base soil layer 4 forms about 1.5 meters of depths, is inserted into L-shaped reinforcing bar 40 in the both sides of melt pit, 40 outer gusset of L-shaped reinforcing bar is set
Wall 5 is led in baffle, cast concrete formation；
A2：Excavate the first slot section 41：With reference to Fig. 6 and Figure 15, after leading wall 5 and solidifying, using hydraulic grab bucket grooving machine to leading under wall 5
The base soil layer 4 of side is deep-cut, and forms the first slot section 41；
A3：First diaphram wall 70 is constructed：
(1) with reference to Fig. 7 and Figure 15, two spellings described in embodiment 1 are hung respectively by crawler belt in the both sides of the first slot section 41
Fill locking notch pipe.The tube body 1a of assembled locking notch pipe and the bottom of tube body 1b vertical insertion grooves sections, concrete is to assembly lock in order to prevent
Mouth pipe lower end flow-disturbing, assembled locking notch pipe need 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 both sides are led among wall 5 simultaneously.
Tube body 1a and the perforation 14 of the top on tube body 1b need to expose, perforate 14 position higher than leading wall 5.Tube body 1a and tube body 1b's
Tube wall is led wall 5 with both sides and is bonded, and the junction timber wedge wedge jail of wall 5 is led in upper end and the both sides of tube body 1, prevents tube body 1 from tilting；
（2）The sediment of 41 bottom of the first slot section is removed, the prefabricated wall steel reinforcement cage 6a that leads is placed into the first slot section 41, leads wall steel
The top welding crotch 61 of muscle cage 6a.
With reference to Fig. 8, then guide wall steel reinforcement cage 6a casting concretes；
（3）With reference to Fig. 8 and Figure 15, when concrete initial set hardening reaches some strength, the crotch at the top of wall steel reinforcement cage 6a will be led
61 connect with semi-hexagonal steel pipe 10c, prevent from during tube body 1b is extracted, causing inclining for semi-hexagonal steel pipe 10c
Tiltedly.Crotch 61 plays the role of being fixed temporarily.Using on dedicated hydraulic drawbench and semi-hexagonal steel pipe 10a, 10b, 10d
Perforation 14 is fixed, and semi-hexagonal steel pipe 10a, 10b, 10d are extracted.
With reference to Fig. 8 and Fig. 9, since a part for 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 and seal plate 3, but also the lateral displacement of seal plate 3 can be hindered so that
Seal plate 3 is stayed 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：With reference to Fig. 9, using the construction method identical with A2, semi-hexagonal steel pipe 10c's
Side is deep-cut, and forms the second slot section 42.Since semi-hexagonal steel pipe 10d has been extracted, in semi-hexagonal steel pipe 10c
Side form certain space, be conducive to the construction of the second slot section 42；
A5：Second diaphram wall 71 is constructed：
(1) with reference to Figure 10, semi-hexagonal steel pipe 10d, semi-hexagonal steel pipe 10d are transferred by crawler belt in the second slot section 42
Coordinate with semi-hexagonal steel pipe 10c, form tube body 1b again.The opposite side of second slot section 42 hangs tube body 1c, the pipe of decentralization
Body 1c and tube body 1b settings are consistent；
(2) sediment of 42 bottom of the second slot section is removed, the prefabricated wall steel reinforcement cage 6b that leads is placed into the second slot section 42, it is prefabricated
It leads wall steel reinforcement cage 6b and leads wall steel reinforcement cage 6a settings unanimously with prefabricated.
With reference to Figure 11, the casting concrete into prefabricated steel reinforcement cage 6b；
（3）It is curved at the top of wall steel reinforcement cage 6b by leading when concrete initial set hardening reaches some strength with reference to Figure 12 and Figure 16
Hook 61 is connect with semi-hexagonal steel pipe 10e, prevents from during semi-hexagonal steel pipe 10f is extracted, causing semi-hexagon shape
Steel pipe 10e inclination.It is fixed using dedicated hydraulic drawbench and the perforation 14 on semi-hexagonal steel pipe 10c, 10d, 10f,
Semi-hexagonal steel pipe 10c, 10d, 10f are extracted.
Since a part of semi-hexagonal steel pipe 10c and the seal plate 3 on semi-hexagonal steel pipe 10d are coagulated by concrete
Gu living, for semi-hexagonal steel pipe 10c and semi-hexagonal steel pipe 10d during extraction, seal plate 3 stays in the second underground company
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, it the first diaphram wall 70, the second diaphram wall 71 and leads and forms a slot 50 between wall 5, such as Figure 12
It is shown；
A6：The connection construction of first diaphram wall 70 and the second diaphram wall 71：
（1）With reference to Figure 13 and Figure 16, the company's of decentralization wall steel reinforcement cage 60 at slot 50, it should be pointed out that due to being used herein as
Be assembled locking notch pipe in embodiment 1, since the cross sectional shape of assembled locking notch pipe is hexagon, the slot 50 being here formed as is
Hexagon.Therefore the cross sectional shape of company's wall steel reinforcement cage 60 of decentralization is similarly hexagon, the cross sectional shape phase 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 71 and the second underground is continuous
The distance between two pieces of seal plates 3 on wall 72.Two pieces on such first diaphram wall, 71 and second diaphram wall 72 are only
Water plate 3 just will not be influenced sealing effect by the interference of even wall steel reinforcement cage 60.
（2）With reference to Figure 14, 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.The length of diaphram wall according to needed for construction, repeats step A2 to A6, until the length of diaphram wall needed for reaching
Degree.
Since seal plate 3 is stayed in diaphram wall in the construction process, the wedge-shaped bar 321 on seal plate 3 is so that sealing
The perimeter of 3 cross section of plate increases.Simultaneously as having poured even wall steel reinforcement cage 60 again, wall seam crossing is connected in underground and band occurs
There is the recess of inflection point, 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 also accordingly increases, so as to play the role of antiseep.
It should be pointed out that the 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 detach, 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 round, 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 fonts in embodiment 1.Assembled slot 12 with it is convex
Tenon 13 cooperates, it is therefore an objective to make 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, oval
Shape etc..
Embodiment 3
A kind of assembled fore shaft pipe manufacturing method described in process embodiment 1：
S1 takes one piece of steel plate 1D80, is started with starting point end 800, is continuously bent towards same direction twice, is for the first time 90 degree,
Second is 120 degree, and with reference to Figure 17, the plate body after bending is respectively designated as the first plate body 801, the second plate body 802 and third
Plate body 803；
S2 continues to be bent to form described in embodiment 1 on third plate body 803 at the first inflection point 804 far from starting point end 800
Holding tank 2, holding tank 2 bending receipts terminates in receive stop 805；
S3 receives stop 805 on the basis of S2, with the bending of holding tank 2 and continues bending steel plate twice along former overbending direction
1D800 forms the 4th plate body 806 and the 5th plate body 807, and angle is 120 between 803 and the 4th plate body 806 of third plate body
Degree, angle is 120 degree between the 4th plate body 806 and the 5th plate body 807；
S4 continues that steel plate 1D80 is bent 90 degree of the 6th plate bodys 808 of formation, the end of the 6th plate body 808 to same direction based on S3
Portion is the destination terminal 809 of steel plate 1D80, and the structure after bending is as shown in figure 17, wherein the first plate body 801 and the 6th plate body 808 etc.
Long, 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 plate body
803 directions extend, while the 4th plate body 806 are extended close to the direction for receiving stop 805 along 806 direction of the 4th plate body, third plate
Body 803 intersects 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, and the 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 809 it
Between formed opening 84；
S5 takes steel plate 2D81, is bent to form tenon, and tenon is soldered in the opening 84 in step S4, welding result such as Figure 18
It is shown；It should be pointed out that the processing method of steel plate 2D81 is not limited to steel plate bending molding, it can also be wide using two pieces
Narrow steel bar add the shape of steel plate 2D81 that one piece of transverse slat is welded into shown in Figure 18, stress is not in entire work progress
Can be too big, it is only positioning to play the role of.
S6 takes steel plate 3D83, according to step S1 to S4 bending formings, differs only in：The length of steel plate 3D83 should be longer than
Steel plate 1D80, to continue to be bent to form assembled slot 12 shown in Figure 19 by the end of the 6th plate body 808 finally, end is with rising
The welding of point end 800 forms weld seam 85.
Same positions of the S5 in steel plate 3D forms holding tank with same manner.
The above is only the preferred embodiment of the present invention, and 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, it is characterized in that, include the following steps：
Step 1: excavating base soil layer (4) to form melt pit, and construct to be formed in melt pit both sides and lead wall (5)；
Step 2: after in step 1 lead wall (5) solidification after, melt pit deep-cut to form the first slot section (41)；
Step 3: the sediment of first slot section (41) bottom of cleaning, tube body is vertically assigned at the both ends of the first slot section (41)（1a,
1b）, to two tube bodies（1a, 1b）Between the first slot section (41) in decentralization lead wall steel reinforcement cage（6a）And pour, form the first ground
Lower diaphragm wall (70)；
Step 4: after the first diaphram wall (70) initial set, tube body is removed（1b）In close to the steel pipe of slot section that will excavate
The entire assembled locking notch pipe of (10d) and first slot section (41) other end, the space conceded using the steel pipe (10d) are right as starting point
Melt pit deep-cut forming the second slot section (42)；
Step 5: the steel pipe extracted in step 4 (10d) is turned back to form whole assembled locking notch pipe, and in the second slot section (42)
The other end vertically assigns an assembled locking notch pipe；
Step 6: under removing between the sediment of second slot section (42) bottom and two into the second slot section (42) assembled locking notch pipes
It puts and leads wall steel reinforcement cage（6b）And pour, form the second diaphram wall (71)；
Step 7: after the second diaphragm wall (70) initial set, the assembled lock between the second slot section (42) and the first slot section (41) is extracted
Close to the steel pipe of next diaphram wall in mouth pipe and the assembled locking notch pipe of one end far from the first slot section (41)；
Step 8: the assembled locking notch pipe extracted between the first diaphragm wall (70) and the second diaphragm wall (71) forms a slot
(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 is processed to be formed in accordance with the following steps：It by two pieces of steel plate bendings or rolls and forms two steel pipes, on two steel pipes
The tenon isometric with steel pipe and assembled slot is respectively welded along respective length direction, two steel pipes are passed through into tenon and assembly
Slot docks to form tube body, 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, it is characterized in that,
In step 3, transferred into the first slot section increases following steps before leading wall steel reinforcement cage：In tube body upper end and the junction for leading wall
Timber wedge is inserted into, so that the upper end of tube body and leading is butted on two faces of timber wedge respectively between wall (5).
3. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, it is characterized in that,
Tube body is removed in step 4（1b）In before the steel pipe (10d) of slot section that will excavate, increase following steps：Leading wall steel
Muscle cage（6a）With steel pipe（1c）Weld crotch（61）, to fix steel pipe（1c）In leading wall steel reinforcement cage（6a）On.
4. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, it is characterized in that,
The process of assembled locking notch pipe is as follows：
S1 takes one piece of steel plate 1D, is continuously bent 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 steel plate 1D both ends 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 plates 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, is bent to form a steel plate structure identical with S1, and opening bend inwards to be formed in S2
The assembled slot of tenon physical fit；
Same positions of the S5 in steel plate 3D forms holding tank with same manner（2）；
Holding tanks of the S6 on the steel pipe close to the first diaphragm wall（2）Interior installation seal plate（3）.
5. the construction method of underground continuous wall according to claim 4 using assembled locking notch pipe water sealing structure, it is characterized in that,
It is described by seal plate（3）Slip into holding tank（2）Before interior, in seal plate（3）On stretch into holding tank（2）Part surface apply profit
Lubricating oil.
6. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, it is characterized in that,
Guide wall steel reinforcement cage in step 3（6a）After the completion of pouring, at interval of 10 to 15min, a up and down tube body.
7. the construction method of underground continuous wall according to claim 1 using assembled locking notch pipe water sealing structure, it is characterized in that,
30 to 50 ㎝ of lower end insertion groove section bottom of tube body, the upper end of tube body and the junction insertion timber wedge for leading wall, so that assembled fore shaft
The upper end of pipe and leading is contradicted between wall (5).
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056699A (en) * | 2018-08-02 | 2018-12-21 | 浙江理工大学 | A kind of novel locking notch pipe |
| CN109930592A (en) * | 2019-04-11 | 2019-06-25 | 深圳宏业基岩土科技股份有限公司 | The construction method of vertical grouting curtain with lower infiltration coefficient |
| CN110042855A (en) * | 2019-04-25 | 2019-07-23 | 倡创(上海)咨询管理事务所 | Concrete cut 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 |
| CN113026722A (en) * | 2021-02-22 | 2021-06-25 | 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 |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056699A (en) * | 2018-08-02 | 2018-12-21 | 浙江理工大学 | A kind of novel locking notch pipe |
| CN109056699B (en) * | 2018-08-02 | 2020-07-10 | 浙江理工大学 | Novel fore shaft pipe |
| CN109930592A (en) * | 2019-04-11 | 2019-06-25 | 深圳宏业基岩土科技股份有限公司 | The construction method of vertical grouting curtain with lower infiltration coefficient |
| CN110042855A (en) * | 2019-04-25 | 2019-07-23 | 倡创(上海)咨询管理事务所 | Concrete cut 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 |
| CN113026722A (en) * | 2021-02-22 | 2021-06-25 | 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 |
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