CN207878451U - A kind of device using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation - Google Patents
A kind of device using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation Download PDFInfo
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- CN207878451U CN207878451U CN201820141455.9U CN201820141455U CN207878451U CN 207878451 U CN207878451 U CN 207878451U CN 201820141455 U CN201820141455 U CN 201820141455U CN 207878451 U CN207878451 U CN 207878451U
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Abstract
The utility model discloses a kind of devices controlling influence of foundation excavation using hole rising pouring slurry ground-connecting-wall; including being arranged in the ground-connecting-wall for being intended to construction area between the soil body of protection zone; multiple inclinometer pipes are equipped in ground-connecting-wall; the top for being located at the side for being intended to construction area of ground-connecting-wall is equipped with the horizontally-supported and multiple Grouting Pipe of multiple tracks, and position of multiple Grouting Pipes on the length direction of ground-connecting-wall and the position of multiple inclinometer pipes correspond.Traditional axial force of the supports SERVO CONTROL only can play control action to building enclosure deformation more than excavation face, effectively control is lacked to the deformation of the following building enclosure of excavation face, the utility model is using hole bottom ground-connecting-wall dynamic slip casting, marginal not slurry is excavated on side, makes ground-connecting-wall in the case where deforming very little, and passive lateral balance pressure is provided with slip casting, realize the Stress Control of passive area in foundation pit, the deformation of hole bottom building enclosure control effectively when to excavating every time, easy to operate, of low cost.
Description
Technical field
The utility model is related to Foundation Pit Construction technical fields more particularly to a kind of use to cheat rising pouring slurry ground-connecting-wall control
The device of influence of foundation excavation.
Background technology
With the fast development in city, Urban underground Tunnel puts into effect more and more, and urban land is nervous in addition, base
The environmental condition on hole periphery becomes to become increasingly complex, and it is unfavorable that deep big foundation pit off-load will bring its displacement field and surrounding enviroment facility
It influences, and foundation pit is also increasingly strict on the deformation controlling standards influenced produced by surrounding enviroment.Influence of the foundation pit to surrounding enviroment
Deformation control is by the Centimeter Level Deformation control requirement to neighbouring existing building, road, underground utilities, viaduct etc., development
To the grade Deformation control requirement to neighbouring operated subway, high ferro, airport etc., especially deformation of the deep basal pit to base pit engineering
Control theory, methods and techniques are challenged.Axial force of the supports SERVO CONTROL is to control the common method of foundation pit enclosure structure deformation,
But axial force of the supports SERVO CONTROL only can play control action to building enclosure deformation more than excavation face, to being enclosed below excavation face
The deformation of protection structure lacks effectively control.Foundation pit is supported for band, is either often walked in digging process, or final excavate is completed
When, the maximum displacement of foundation pit enclosure structure is often happened under most lower support together.Therefore, when the neighbouring structures such as tunnel
When below excavation face, axial force of the supports SERVO CONTROL lacks directly effective control to the deformation of bottom of foundation ditch building enclosure.
At present using axial force of the supports SERVO CONTROL to the deformation rectifying effect of the foundation pit enclosure structure periphery soil body often not
Efficiently, economical, it is primarily present following defect：
First, take axial force of the supports SERVO CONTROL only can play control to building enclosure deformation more than excavation face at present
Effect lacks effectively control to the deformation of the following building enclosure of excavation face.
Second, in Excavation Process axial force of the supports SERVO CONTROL be difficult to it is accurate, timely, neatly to building enclosure become
Shape carries out control and pressure compensation.
Therefore, a kind of controllable building enclosure soil deformation of research and development simultaneously can be in digging process accurately, in time, neatly
Carry out the active demand that pressure compensated device is existing market development.
Utility model content
The utility model realizes the Stress Control of soil passive area in bottom in foundation pit using hole bottom ground-connecting-wall dynamic slip casting,
Make ground-connecting-wall in the case where deforming very little, the balance pressure of the passive side soil body is provided with slip casting.In the soil body for being embedded with ground-connecting-wall
When middle excavation pit, stage excavation is carried out.Before excavation, inclinometer pipe is buried in ground-connecting-wall.In Excavation Process, to hole
Slip casting is carried out at the prefabricated slip casting point at bottom, provides balance pressure to the passive side of bottom of foundation ditch with slip casting, side is excavated marginal not slurry, led to
The soil body strain that observation inclinometer pipe is shown is crossed to meet the requirements to control the deformation of bottom of foundation ditch.
In order to solve the above-mentioned technical problem, the utility model proposes it is a kind of using hole rising pouring slurry ground-connecting-wall control foundation pit open
The device influenced is dug, including is arranged in the ground-connecting-wall for being intended to construction area between the soil body of protection zone, the ground-connecting-wall equipped with more
A inclinometer pipe, multiple inclinometer pipes are uniformly distributed for 3~5m according to spacing along the length of ground-connecting-wall, and being located at for the ground-connecting-wall is intended to construction area
The top of the side in domain is equipped with the horizontally-supported and multiple Grouting Pipe of multiple tracks, and the number of Grouting Pipe is identical as the number of inclinometer pipe, more
Position of a Grouting Pipe on the length direction of ground-connecting-wall and the position of multiple inclinometer pipes correspond.
Further, the utility model controls the device of influence of foundation excavation using hole rising pouring slurry ground-connecting-wall, wherein described
The length of Grouting Pipe and highly consistent, a diameter of 100~300mm of the Grouting Pipe of ground-connecting-wall, the Grouting Pipe select PVC
Pipe.
The length of the inclinometer pipe and ground-connecting-wall it is highly consistent.
Compared with prior art, the utility model has the beneficial effects that：
(1) the utility model can realize precise controlling：By controlling the grouting amount in prefabricated slip casting point, deviational survey is observed in time
Pipe numerical value change realizes the precise controlling to protection zone soil deformation.
(2) the utility model can realize multiple slip casting：Due to having reserved multiple prefabricated slip casting points at different depth position,
It can be realized in digging process and accurately, in time, neatly carry out pressure compensation to control the soil deformation of building enclosure.
Description of the drawings
Fig. 1 is ground-connecting-wall construction schematic diagram in the utility model；
Fig. 2 is excavation of foundation pit grouting behind shaft or drift lining elevational schematic view；
Fig. 3 is the floor map of excavation of foundation pit grouting behind shaft or drift lining shown in Fig. 2；
Fig. 4 is next stage excavation of foundation pit grouting behind shaft or drift lining schematic diagram.
In figure：1- is intended to construction area, and the protection zones the 2- soil body, 3- ground-connecting-walls, 4- inclinometer pipes, 5- is horizontally-supported, 6- Grouting Pipes.
Specific implementation mode
Technical solutions of the utility model are described in further detail in the following with reference to the drawings and specific embodiments, it is described
Specific embodiment is only explained the utility model, is not intended to limit the utility model.
As shown in Figures 2 and 3, the utility model proposes it is a kind of using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation
Device, including be arranged and be intended to ground-connecting-wall 3 of the construction area 1 between the protection zone soil body 2, be equipped in the ground-connecting-wall 3 multiple
Inclinometer pipe 4, multiple inclinometer pipes 4 are uniformly distributed for 3~5m according to spacing along the length of ground-connecting-wall 3, as shown in figure 3, the inclinometer pipe 4
Length is highly consistent with ground-connecting-wall 3.It is horizontal that the top for being located at the side for being intended to construction area 1 of the ground-connecting-wall 3 is equipped with multiple tracks
Support 5 and multiple Grouting Pipes 6, the number of Grouting Pipe 6 is identical as the number of inclinometer pipe 4, as shown in figure 3, multiple Grouting Pipes 6 are on ground
Even the position on the length direction of wall 3 and the position of multiple inclinometer pipes 4 correspond.As shown in Fig. 2, the length of the Grouting Pipe 6
Highly consistent, a diameter of 100~300mm of the Grouting Pipe 6 with ground-connecting-wall 3 is spent, the Grouting Pipe 6 selects pvc pipe.
Using the utility model proposes using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation device carry out slip casting
Method, include the following steps：
Step 1: after surveying and locating, according to surveying and locating as a result, excavating groove；
Surveying and locating includes positioning calibration control point and leads wall measurement, is conducive to protection on construction ground and the place of setting-out is set
Surface traverse point is set, is recorded according to plane delivery receiving stake, is introduced at control point in place using total powerstation, setting-out goes out surface traverse point
Plane coordinates.The coordinate provided according to design drawing calculates ground-connecting-wall centerline angles point coordinates, is controlled using surface traverse
Point goes out ground-connecting-wall angle point with theodolite setting-out on the spot, and performs fender pile immediately.
Groove is excavated according to setting-out achievement, pours plain concrete bed die bed course, assembling reinforcement, formwork finally pours and leads wall
Concrete.During ground-connecting-wall grooving, ensures the stabilization of cell wall using mud off, prevent from collapsing.
Excavating groove includes：Box cut section uses machinery to scrape out unit construction slot section with " jumping hole mining method ".The grooving earthwork
Outward transport.It takes and entruckings outward transport on one side while shoveling.Slot section quality inspection, reasonable arrangement per slot section in grab the sequence of operation and grab number,
Ensure that verticality and the device installation of cell wall both direction are good, and meets the requirement of grooving precision 3 ‰.
It removes the soil quarrel mud for being deposited on trench bottom, and viscosity in displacement slot, proportion or the excessive mud of silt content, makes complete
Slot mud all meets the quality requirement of mud behind clear bottom.It reasonably selects according to field condition and hangs brush, to ensure brush finish and connector face
It is in close contact and cleans effect with water to reach.
Step 2: making steel reinforcement cage according to design requirement, multiple inclinometer pipes 4 are installed in steel reinforcement cage according to design requirement
On, using aluminum self-plugging rivet diameter 4mm jointings and tube body.Choosing suitable connector water-stop pattern prevents concrete from pouring
Slurries, which are leak into, when building blocks inclinometer pipe in pipe.The inclinometer pipe connected is pre-installed in steel reinforcement cage.Installation site is except guarantee
Outside deviational survey requires, should ensure that can avoid safely concrete delivery pipe base opening and be avoided that vibrator is directly hit, with protection
Inclinometer pipe；It when necessary can be outside inclinometer pipe plus safeguard measure such as shield muscle retaining ring is at the tube bottom and deriving structure or ground within the scope of 2m
Add protection steel cylinder, but safeguard measure should not have an adverse effect to other aspects.Setting the inclinometer pipe of installation site must cut
It is fixed on steel reinforcement cage in fact.Thicker main reinforcement is typically chosen as fixed anaclitic object, is bundled with soft iron silk；Adjacent 2 bundles
Spacing a little is tied up no more than 1m.One group in inclinometer pipe cross guide groove is also set to be in deviational survey after steel reinforcement cage is in place when fixed
The directions ± A on.
When reinforcing bar cage hoisting is in place, it should be noted that keep inclinometer pipe 4 attached thereto substantially straight, avoided macrobending；And
It buoyancy and must prevent slurry coat method from penetrating into overcome by fresh water pouring in inclinometer pipe 4, or prevent cement grout when cast from penetrating into.
4 nozzle temporary closure of inclinometer pipe should be entered to prevent foreign matter after steel reinforcement cage is in place.
Step 3: at wall concreting, suitable concrete proportioning is selected according to design requirement.Enter slot 4 in steel reinforcement cage
Start placing concrete in hour.In concrete casting complete ot-yet-hardened, the nozzle for opening inclinometer pipe 4 checks continually on deviational survey
Whether it is full of clear water in pipe 4, water filling is carried out when necessary, to ensure that inclinometer pipe 4 manages interior clear water as full-water level before concrete setting.
And can suitably be pressurizeed with weight in nozzle, help overcomes buoyancy.Stop slip casting after reaching design grouting amount.Concrete is solidifying
After Gu, it is necessary to the clear water hole flushing of appropriate pressure, rush the deposit of inclinometer pipe tube bottom to the greatest extent, make in inclinometer pipe pipe up and down entirely by clear water
Displacement, holding are managed unimpeded entirely.The ground-connecting-wall 3 for being provided with row's inclinometer pipe 4 is formed after concrete setting, as shown in Figure 1.It will
It is all replaced into clear water in the pipe of inclinometer pipe 4；
Step 4: installing a row and the one-to-one Grouting Pipe 6 in multiple inclinometer pipe positions along 3 length direction of ground-connecting-wall, such as
Shown in Fig. 2 and Fig. 3.
Step 5: excavation of foundation pit, when excavation pit, the slip casting into Grouting Pipe 6 passes through the numerical value change for observing inclinometer pipe 4
Protection zone soil deformation is controlled, to meet soil deformation requirement.With the intensification of excavation of foundation pit depth, in the ground-connecting-wall 3
The top positioned at the side of foundation pit add horizontally-supported 5, as shown in Figure 2 and Figure 4.Meanwhile removing the slip casting of excavation face or more
Pipe 6 continues the slip casting below excavation face, to ensure soil deformation requirement according to requirement of engineering；Aforesaid operations are repeated until foundation pit
It excavates and completes.
Water pipe is inserted to Grouting Pipe bottom after the completion of slip casting, residual slurry in cleaning pipe, in case repeating slip casting.
Traditional axial force of the supports SERVO CONTROL only can play control action to building enclosure deformation more than excavation face,
Effectively control is lacked to the deformation of the following building enclosure of excavation face, hole bottom ground-connecting-wall dynamic slip casting may be implemented in the utility model,
Marginal not slurry is excavated on side, makes ground-connecting-wall in the case where deforming very little, provides passive lateral balance pressure with slip casting, realizes quilt in foundation pit
The Stress Control in dynamic area, the deformation that bottom building enclosure is cheated when to excavating every time control effectively, easy to operate, at low cost
It is honest and clean.
Although the utility model is described above in conjunction with attached drawing, the utility model is not limited to above-mentioned
Specific implementation mode, the above mentioned embodiment is only schematical, rather than restrictive, the ordinary skill of this field
Personnel are under the enlightenment of the utility model, in the case where not departing from the utility model aims, can also make many variations, this
It belongs within the protection of the utility model a bit.
Claims (3)
1. it is a kind of using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation device, including setting be intended to construction area (1) in
Ground-connecting-wall (3) between the protection zone soil body (2), which is characterized in that multiple inclinometer pipes (4) are equipped in the ground-connecting-wall (3), it is multiple
Inclinometer pipe (4) is uniformly distributed for 3~5m according to spacing along the length of ground-connecting-wall (3), and being located at for the ground-connecting-wall (3) is intended to construction area
(1) top of side is equipped with multiple tracks horizontally-supported (5) and multiple Grouting Pipes (6), number and the inclinometer pipe (4) of Grouting Pipe (6)
Number it is identical, the position one of position and multiple inclinometer pipes (4) of multiple Grouting Pipes (6) on the length direction of ground-connecting-wall (3)
One corresponds to.
2. according to claim 1 using the device of hole rising pouring slurry ground-connecting-wall control influence of foundation excavation, which is characterized in that institute
State the length of Grouting Pipe (6) and highly consistent, a diameter of 100~300mm of the Grouting Pipe (6) of ground-connecting-wall (3), the note
Slurry pipe (6) selects pvc pipe.
3. according to claim 1 using the device of hole rising pouring slurry ground-connecting-wall control influence of foundation excavation, which is characterized in that institute
State the highly consistent of the length of inclinometer pipe (4) and ground-connecting-wall (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820141455.9U CN207878451U (en) | 2018-01-25 | 2018-01-25 | A kind of device using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820141455.9U CN207878451U (en) | 2018-01-25 | 2018-01-25 | A kind of device using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation |
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| Publication Number | Publication Date |
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| CN207878451U true CN207878451U (en) | 2018-09-18 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201820141455.9U Active CN207878451U (en) | 2018-01-25 | 2018-01-25 | A kind of device using hole rising pouring slurry ground-connecting-wall control influence of foundation excavation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108316283A (en) * | 2018-01-25 | 2018-07-24 | 天津大学 | The devices and methods therefor of influence of foundation excavation is controlled using hole rising pouring slurry ground-connecting-wall |
| CN109797750A (en) * | 2019-03-29 | 2019-05-24 | 长安大学 | A kind of system and method obstructing influence of foundation excavation |
-
2018
- 2018-01-25 CN CN201820141455.9U patent/CN207878451U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108316283A (en) * | 2018-01-25 | 2018-07-24 | 天津大学 | The devices and methods therefor of influence of foundation excavation is controlled using hole rising pouring slurry ground-connecting-wall |
| CN109797750A (en) * | 2019-03-29 | 2019-05-24 | 长安大学 | A kind of system and method obstructing influence of foundation excavation |
| CN109797750B (en) * | 2019-03-29 | 2024-01-02 | 长安大学 | System and method for blocking foundation pit excavation influence |
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