CN107620309A - Foundation pit supporting method - Google Patents
Foundation pit supporting method Download PDFInfo
- Publication number
- CN107620309A CN107620309A CN201710623973.4A CN201710623973A CN107620309A CN 107620309 A CN107620309 A CN 107620309A CN 201710623973 A CN201710623973 A CN 201710623973A CN 107620309 A CN107620309 A CN 107620309A
- Authority
- CN
- China
- Prior art keywords
- pile
- afterbody
- support
- support pile
- foundation ditch
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 230000008093 supporting effect Effects 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 title claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 41
- 230000005484 gravity Effects 0.000 claims abstract description 13
- 238000010276 construction Methods 0.000 description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 13
- 239000004567 concrete Substances 0.000 description 10
- 239000011083 cement mortar Substances 0.000 description 7
- 238000013461 design Methods 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 238000003756 stirring Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 210000003205 muscle Anatomy 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 230000033228 biological regulation Effects 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000000994 depressogenic effect Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000000498 cooling water Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 239000000377 silicon dioxide Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a kind of foundation pit supporting method.This method includes：First support pile, the second support pile and the first Guan Liang are provided；Wherein the first support pile includes the first pile crown portion, first afterbody and connects the first pile crown portion and the first pile body portion of first afterbody, and the second support pile includes the second pile crown portion, second afterbody and the second pile crown portion of connection and the second pile body portion of second afterbody；Making the first pile body portion at the first position at the edge of foundation ditch to be dug, the first pile crown portion reaches stake bottom precalculated position and tilted to foundation ditch inner side to enter the soil body in the first inclination angle with gravity direction；Making the second pile body portion in the second place at the edge of foundation ditch to be dug, the second pile crown portion reaches stake bottom precalculated position and tilted to foundation ditch inner side to enter the soil body in the second oblique angle with gravity direction；The first Guan Liang is set to be fixedly connected respectively with first afterbody and second afterbody, and on the inside of collateral support group hole edge of first Guan Liang away from foundation ditch center.
Description
Technical field
The present invention relates to building foundation pit technical field, more particularly to a kind of method of pattern foundation pit supporting structure.
Background technology
Row of piles supporting is one of widest pattern foundation pit supporting structure form of current domestic application.Row of piles structure and diaphram wall phase
Than having many advantages, such as construction technology is simple, cost is low, horizontal layout is flexible.Spaced pile row retaining structure is applied to
Without underground water or allow the situation for cheating outer precipitation, continuous wall side by side is formed when setting water-stop curtain or with other hybrid stakes
When, it can also be used to weak aquifer water-bearing stratum.
Currently used campshed is Vertical Pile, and it has shortcomings when carrying out pattern foundation pit supporting structure, have impact on campshed
Using.First, the displacement at pile top of identical cutting depth is big, and internal force is big, and ground produces moderate finite deformation after making stake, jeopardizes ring around
Border.Secondly, easily cause slope protection pile to fracture when the insufficient strength of stake and make instability of foundation pit.Again, base is made using vertical campshed
It is smaller to cheat the depth that may be excavated, when cutting depth is larger, campshed is easy to that overturning occurs, therefore supporting construction needs
More heavy in section and insertion depth.
The content of the invention
In view of the foregoing, the invention provides a kind of foundation pit supporting method and raked pile, base can be preferably applied to
Cheat supporting.
One aspect of the present invention provides a kind of foundation pit supporting method.This method includes：First support pile, second are provided
Support pile and the first Guan Liang；Wherein described first support pile includes the first pile crown portion, first afterbody and connection described first
Pile crown portion and the first pile body portion of first afterbody, second support pile include the second pile crown portion, second afterbody and
Connect the second pile crown portion and the second pile body portion of second afterbody；Make at the first position at the edge of foundation ditch to be dug
The first pile body portion in the first oblique angle with gravity direction to enter the soil body, wherein the first pile crown portion reaches stake bottom
Precalculated position and tilted on the inside of foundation ditch；Make in the second place at the edge of foundation ditch to be dug the second pile body portion with gravity
Direction enters the soil body in the second oblique angle, wherein the second pile crown portion reaches stake bottom precalculated position and rolled into foundation ditch
Tiltedly；First Guan Liang is set to be fixedly connected respectively with first afterbody and second afterbody, and first Guan Liang
On the inside of collateral support group hole edge away from foundation ditch center.
In one embodiment, first inclination angle is equal to second inclination angle.
In one embodiment, the angle at first inclination angle and second inclination angle is within 5 °.
In one embodiment, first inclination angle is in the range of 0-30 °.
In one embodiment, first inclination angle is in the range of 15-20 °.
In one embodiment, foundation pit supporting method also includes providing the 3rd support pile, wherein the 3rd support pile bag
Include prism of third order head, prism of third order afterbody and the connection prism of third order head and the prism of third order body portion of prism of third order afterbody；Treated on edge
Dig the edge of foundation ditch and the 3rd opening position different from the first position and the second place makes the prism of third order body portion edge
Gravity direction enters the soil body in the 3rd oblique angle, wherein, prism of third order head arrival stake bottom precalculated position and to foundation ditch
Inner side tilts；And first Guan Liang is set to be fixedly connected with the prism of third order afterbody.
In one embodiment, first support pile and second support pile is adjacent and distance therebetween is institute
State the first support pile or the second support pile stake footpath 2-2.5 times.
In one embodiment, the stake footpath of first support pile and second support pile is 300mm-600mm.
In one embodiment, first Guan Liang is rectangular parallelepiped structure, height dimension of its cross section in gravity direction
Not less than 0.6 times of support pile stake footpath and width dimensions are not less than support pile stake footpath.
In one embodiment, the cross section of first Guan Liang is square, and its length of side is more than support pile cross section
Full-size.
In one embodiment, the length of side of the cross section of first Guan Liang is the maximum sized 2-3 in support pile cross section
Times.
Using the foundation pit supporting method or raked pile of the present invention, pattern foundation pit supporting structure effect can be improved.Such as can be more preferable
Suitable for soft clay area ultra-deep, the supporting of super foundation.
Brief description of the drawings
From the detailed description to the embodiment of the present invention below in conjunction with the accompanying drawings, of the invention these and/or other side and
Advantage will become clearer and be easier to understand, wherein：
Fig. 1 is the schematic diagram of foundation pit supporting method；
Fig. 2 is foundation pit supporting method schematic diagram provided in an embodiment of the present invention.
Embodiment
In order that those skilled in the art more fully understand the present invention, with reference to the accompanying drawings and detailed description to this hair
It is bright to be described in further detail.
Before excavation pit, it usually needs supporting is carried out to foundation ditch using support pile, for example to avoid foundation ditch that side occurs
Cave in, influence the construction of foundation ditch.Fig. 1 is a kind of schematic diagram of conventional foundation pit supporting method.Referring to Fig. 1, supporting pile structure bag
Three vertical support piles 1 are included, for example, the support pile 1 of this three signals can enter the soil body by the way of being pressed into one by one.Figure
Middle support pile 1 gos deep into bottom of foundation ditch below 3, to obtain higher support strength.For example, support pile 1 is located under bottom of foundation ditch
Part account for 1 times -3 times of the length of support pile 1, to ensure effective support to foundation ditch.Support pile 1 (is being illustrated three in figure
Root) for example be pressed into the soil body after, Guan Liang 2 can be fixedly connected with the outside of three support piles 1.For example may be used the side of the Guan Liang 2
To support foundation ditch side.
One aspect of the present invention provides a kind of foundation pit supporting method.Fig. 2 show the branch using the embodiment of the present invention
Maintaining method carries out the schematic diagram of pattern foundation pit supporting structure.Referring to Fig. 2, this method includes：First supporting 4, the second support pile 5 and are provided
One Guan Liang 6.Wherein the first support pile 4 includes the first pile crown portion 41 and first of 41, first, the first pile crown portion afterbody 42 and connection
First pile body portion 43 of stake afterbody 42.Second support pile 5 includes the second pile crown of 51, second, the second pile crown portion afterbody 52 and connection
Portion 51 and the second pile body portion 53 of second afterbody 52.Make at the first position at the edge of foundation ditch to be dug the first pile body portion 43 with
Enter the soil body in the first oblique angle with gravity direction, wherein the first pile crown portion 41 reaches stake bottom precalculated position and into foundation ditch
Roll oblique.Make in the second place at the edge of foundation ditch to be dug the second pile body portion 53 with gravity direction in the second oblique angle
Into the soil body, wherein the second pile crown portion 51 reaches stake bottom precalculated position and tilted to foundation ditch inner side；Make the first Guan Liang 6 respectively with
One afterbody 42 is fixedly connected with second afterbody 52, and on the inside of collateral support group hole edge of first Guan Liang 6 away from foundation ditch center.
By making support pile obliquely set, support effect can be improved., can be with further, since support pile tilts on the inside of foundation ditch
Difficulty of construction is reduced, and makes the supporting to foundation ditch more uniform.
It should be noted that above-mentioned support pile can enter the corresponding soil body by the way of press-in.Specifically, for example,
After above-mentioned first position press-in prefabricated pile, the distance that can be spaced such as 1-2 piles is pressed into next prefabricated pile.The number of support pile
Amount can determine that the present invention is without limitation according to size, piling condition, soil layer construction of foundation ditch etc..
In concrete operations, pattern foundation pit supporting structure can be implemented as follows：
(1) measurement and positioning, the pushed position of support pile is determined.
In this step, support pile should be pressed into margin of foundation pit position according to the actual size of foundation ditch, to excavate
During foundation ditch, support pile can effectively be supported to the foundation ditch side soil body, prevent from causing the soil body of foundation ditch side to cave in.
(2) it is pile press machine is in place, leveling.
In this step, pile press machine is made to reach precalculated position, so as to the stable application pressure of support pile, Jin Ergeng
Good guarantee support pile stabilization enters the soil body.
(3) hang stake and feed stake.
Specifically, in this step, pile press machine can sling support pile, such as support pile can be preset in soil layer table
Face, such as support pile can also be entered to a soil body part, complete the initial setting up of support pile.
(4) pile body portion centering straightening.
In this step, such as by support pile precalculated position is navigated to, and position error can be less than 20mm, to ensure to prop up
Fender pile effectively supports foundation ditch.In practical operation, in order to accelerate speed of application, support pile to be pressed all can be navigated to first
Precalculated position, the soil body is pressed into subsequent step, then by these oriented support piles.For example, it is also possible to one is operated every time
Or several support piles, it can be determined according to construction site and condition.Illustrated below exemplified by operating a pile every time.
For example, the stake spacing of adjacent two pile can take 2-2.5 in foundation pit supporting method provided in an embodiment of the present invention
Times stake footpath.The deep angle of inclination of stake can be 0-30 °, and further, the deep angle of inclination of stake can be 10-25 °.For example, not
Angle of inclination with stake can be with identical or different, and the incline direction of piles with different can be different.
In some embodiments of the invention, the pile crown portion (fore-end for entering the soil body) of all stakes is both facing in foundation ditch
Roll it is oblique, i.e., these incline direction it is identical.For example, Fig. 2 illustrates the pile crown portion 41,51 of all support piles to foundation ditch
Inner side tilts.So as to simplify difficulty of construction, construction cost is reduced, while makes periphery earth stress consistent, improves supporting effect.Enter
One step, the difference at these angle of inclination is for example within 5 °, for example, the angle of inclination of these support piles is completely the same, with
Ensure support pile even support foundation ditch, avoid the supporting effect difference of part stake and cause the situation of foundation pit collapse.
(5) piling.
Push every time, for example, stake is goed deep into soil may be about 1.5~2.0m.Then pine folder, rise, then press, then press from both sides.Such as
This is repeated, by a section stake pressure.When a section stake is depressed into away from 80~100cm of ground, pile extension can be carried out or be put into Pile feeder,
Stake is depressed into designed elevation.Stake bottom depth for example can be excavation of foundation pit depth (31 bottom for showing foundation ditch to be dug in Fig. 2)
2~2.5 times.
(6) pile extension
In certain embodiments, pile extension operation can be carried out in a welding manner.First corner is spot welded during welding and fixed, so
After be symmetrically welded.Weld seam should ensure that quality and design size.
(7) pile follower
The pile follower operation of static pressed pile can be carried out using the special Pile feeder (such as iron bag concrete) of in-situ precast.Pile follower
In operation, stake can be pushed always, untill final pressure control condition is met by the stake top absolute altitude of piling.
(8) piling is terminated
(9) it is pressed into next pile
It can use and jump pile construction method, 1~2 pile of interval is pressed into next prefabricated pile, repeats the above steps, until will
All piles are pressed into the soil body.
It should be noted that under normal circumstances, while campshed construction is tilted, such as water seal curtain can also be carried out
Construction.Construction location lateral extent about outside foundation ditch side is tilted at the stake afterbody 0.5-1m of campshed, (the i.e. construction location of water seal curtain
Position outside support pile is away from foundation ditch), and the absolute altitude at the mixing pile stake bottom of water seal curtain is identical with raked pile stake bottom absolute altitude.
In certain embodiments, for example, the construction procedure of water seal curtain can be carried out as follows：
1st, position：Deep mixer, which reaches, refers to fixed pile, centering.
2nd, sinking is stirred in advance：After the cooling water circulation of deep mixer is normal, starts mixer motor, loosen mixer and hang
Rope makes mixer cut native sinking along leading truck stirring.
3rd, cement mortar is prepared：When deep mixer sinks to certain depth, that is, start to stir by the match ratio that design determines
Cement mortar is mixed, pours into cement mortar in aggregate bin before treating mud jacking.
4th, lifting whitewashing stirring：After deep mixer sinks to projected depth, open slurry pump and cement mortar is pressed into ground
In, and while whitewashing, while rotate, while in strict accordance with design determine lifting speed lifting deep mixer.
5th, upper and lower stirring is repeated：When deep mixer is promoted to the top surface absolute altitude of projected depth, the cement mortar in aggregate bin
Should just it empty.To make weak soil and cement mortar stir, mixer can be sunk in soil in rotation again, to design reinforcement
Mixer is being lifted out ground after depth.
6th, clean：Cement mortar remaining in whole pipelines is cleaned, and the weak soil for being adhered to stirring-head is cleaned up.
7th, shift：Deep mixer is moved into next position, repeated the above steps.
By setting water seal curtain to each support pile, it can be ensured that support pile reliably works, in strengthening supporting stake intensity
While, the infiltration phenomenon that may occur during excavation pit can be avoided.
It is pointed out that under normal circumstances, the construction of the every support pile property entered water seal curtain respectively can be directed to.Example
Such as, can be after support pile is all pressed into the soil body, uniformly the property entered water seal curtain is constructed, to improve efficiency of construction.But also may be used
Be it is every press-in a piece support pile after, that is, the property entered water seal curtain construct, the invention is not limited in this regard.
In some embodiments of the invention, such as Guan Liang construction can be carried out after the construction of water seal curtain is completed.Guan Liang
Construction can be carried out as follows：
1st, the Guan Liang earthwork is excavated using mechanical subregion, such as is first excavated the first layer earthwork to support pile and designed stake top (before i.e.
Stake afterbody described in text) elevation location, start to abolish a laitance to designed elevation after soil more than removing.The concrete of stake core top surface will
Dabbing processing, removes stake top scum silica frost.As designed elevation pile crown concrete strength does not reach design requirement, must continue to abolish until concrete quality
Reach design requirement, together pouring molding during insufficient absolute altitude section Guan Liang concrete.
2nd, inter-pile soil for example manually leveling to hat bottom elevation, and ram tamp it is closely knit.
3rd, reinforcement fabrication can be carried out by Guan Liang section arrangement of reinforcement after stake tail end is abolished.Steel Reinforcing Bar Material, colligation error ensure full
Sufficient design and construction code requirement.The binding site poured to Guan Liang segmentation for example can be with reserved steel bar.
4th, to Guan Liang absolute altitude check simultaneously installation form.Must ensure during template support form stable, firmly, to prevent pouring
Template deformation during concrete.Template sectional dimension is made by Guan Liang section.
5th, reinforced bar engineering is completed.Vertical muscle should use preferably with HRB335 levels or HRB400 level reinforcing bars, stirrup and tension rib
HPB300 levels and HRB335 level reinforcing bars.Lateral longitudinal muscle diameter is no less than 20mm, and spacing not should be greater than 200mm；Top bottom surface indulges muscle
Diameter is no less than 20mm, and spacing not should be greater than 300mm；Stirrup diameter is no less than 8mm, and spacing not should be greater than 250mm；Drawknot
Muscle diameter should use 6~12mm, and spacing not should be greater than 500mm.
6th, concreting and maintenance are completed.Strength grade of concrete is not lower than C25, and campshed cage bar anchors into Guan Liang and should not
Less than 35d (d is bar diameter).
Embodiments of the invention give water seal curtain and the set-up mode of Guan Liang, but the present invention is not intended to limit water proof
The form of construction work of curtain and Guan Liang, those skilled in the art can use other forms of construction work or above-mentioned form of construction work carried out
Improve, to obtain more preferable construction effect.
In the practical operation of pattern foundation pit supporting structure, it can be selected according to situations such as the soil layer feature residing for foundation ditch, surrounding enviroment
Appropriate pattern foundation pit supporting structure mode.Support pile is briefly introduced several support patterns of foundation ditch below, but is not intended to limit
The system present invention.
1st, cantilever pile supporting.When excavation of foundation pit is shallower, geological conditions is preferable, environmental requirement (especially deformation requirements) is not high
When, cantilever pile support form can be used.After cantilever pile pile strength reaches regulation requirement, it is possible to carry out opening for soil layer
Dig.
2nd, Internal-shoring Supporting.When excavation of foundation pit area is larger, ground is weak, environmental requirement is high, inner bearing type can be used
Supporting.Pit earthwork is excavated to the base surface at first of reinforced concrete brace bottom first, then chisels supporting construction
With the joint face of purlin, and reinforced concrete support cushion construction is carried out, subsequent colligation spacer bar, prop up vertical side template, complete
After-pouring concrete is simultaneously conserved, and form removal and cleaning work are carried out when concrete strength reaches regulation.
3rd, anchor formula supporting is drawn.When foundation ditch soil layer condition is preferable, reaches and draw anchor condition, and when surrounding enviroment are less demanding,
It can use and draw anchor formula supporting.When foundation ditch soil layer first is excavated at first of anchor pole center line certain depth below, machine is utilized
Tool drills, and makes anchor pole according to the rules and inserts and send rod member, then carries out slip casting and form anchoring section, finally when anchoring body reaches certain
Tensioning and locking are carried out after intensity.
It may be noted that for the foundation ditch of stage excavation, for example, different campshed support forms can be directed to, repeat above-mentioned
Step carries out construction until being excavated to the bottom of foundation ditch.After foundation ditch is dug, such as Foundation Pit bottom can be cleared up, be whole
It is flat, and carry out subsequent work.
In the above-described embodiments, the first Guan Liang for example can be rectangular parallelepiped structure, its height (gravity side during actual use
To size) be not less than 0.6 times of support pile stake footpath, and width is not less than support pile stake footpath.The cross section of first Guan Liang is for example
Can be square, and the both sides of the first Guan Liang in the width direction are at least the first Guan Liang beyond the length of support pile
The 1/2 of the cross section length of side.Pass through the shape of the first Guan Liang of setting and the correspondingly-sized relation with support pile, it can be ensured that raked pile
Stability Analysis of Structures, so as to more preferable supporting foundation pit.
In other embodiments of the invention, the pile crown portion of support pile for example can be cone shape.For example, along support pile
On length direction, the length of cone for example can be the 1/20-1/10 of supporting pile length, and the cone angle of cone is, for example, 30-45 °.
By the way that pile crown portion is arranged into cone shape, and the length and cone angle size of cone are set, can make support pile it is easier enter
Enter the soil body.
Preferably, annular groove can be set close to the position of cone afterbody around pile body portion, the depth of groove is, for example, stake footpath
1/25-1/30, the width of groove for example can be 1-2cm., can be with by setting annular groove close to the position of cone in pile body portion
Support pile is set to be engaged each other with the soil body of contact after entering the soil body, so as to further improve the stability of support pile.
In one embodiment, the cross section of support pile for example can with Ω shapes, so as to so that support pile it is easier enter
Enter the soil body, and its interaction force with the soil body can be increased, and then improve pattern foundation pit supporting structure effect.
In one embodiment, the cross section of support pile can be trapezoidal.For example, trapezoidal bond length is the 1/ of long side
2-1/4, so as to both support pile be made to be readily pressed into the soil body, the active force of the support pile and the soil body into the soil body can be made again
It is stronger, so as to improve the stability to pattern foundation pit supporting structure.
Another aspect of the invention provides a kind of campshed for including above-mentioned inclination pilework.Obviously, the campshed has
Techniques discussed above effect, will not be described here.
It is described above various embodiments of the present invention, described above is exemplary, and non-exclusive, and
It is not limited to disclosed each embodiment.In the case of without departing from the scope and spirit of illustrated each embodiment, for this skill
Many modifications and changes will be apparent from for the those of ordinary skill in art field.Therefore, protection scope of the present invention should
It should be defined by scope of the claims.
Claims (10)
- A kind of 1. foundation pit supporting method, it is characterised in that including：First support pile, the second support pile and the first Guan Liang are provided；Wherein described first support pile includes the first pile crown portion, the One afterbody and the first pile crown portion and the first pile body portion of first afterbody are connected, second support pile includes the Two pile crown portions, second afterbody and connection the second pile crown portion and the second pile body portion of second afterbody；Make at the first position at the edge of foundation ditch to be dug the first pile body portion with gravity direction in the first oblique angle Into the soil body, wherein the first pile crown portion reaches stake bottom precalculated position and tilted to foundation ditch inner side；Make in the second place at the edge of foundation ditch to be dug the second pile body portion with gravity direction in the second oblique angle Into the soil body, wherein the second pile crown portion reaches stake bottom precalculated position and tilted to foundation ditch inner side；First Guan Liang is set to be fixedly connected respectively with first afterbody and second afterbody, and first Guan Liang On the inside of collateral support group hole edge away from foundation ditch center.
- 2. foundation pit supporting method according to claim 1, it is characterised in that incline equal to described second at first inclination angle Angle.
- 3. foundation pit supporting method according to claim 1, it is characterised in that first inclination angle and second inclination angle Angle is within 5 °.
- 4. foundation pit supporting method according to claim 1, it is characterised in that first inclination angle is in the range of 0-30 °.
- 5. foundation pit supporting method according to claim 4, it is characterised in that scope of first inclination angle at 15-20 ° It is interior.
- 6. foundation pit supporting method according to claim 1, it is characterised in that also include providing the 3rd support pile, wherein institute Stating the 3rd support pile includes the 3rd of prism of third order head, prism of third order afterbody and the connection prism of third order head and prism of third order afterbody the Pile body portion；Make described the at the edge along foundation ditch to be dug and the 3rd opening position that is different from the first position and the second place Three pile body portions enter the soil body along gravity direction in the 3rd oblique angle, wherein, the prism of third order head reaches stake bottom pre-determined bit Put and tilted to foundation ditch inner side；AndFirst Guan Liang is set to be fixedly connected with the prism of third order afterbody.
- 7. foundation pit supporting method according to claim 1, it is characterised in that first support pile and second supporting Stake adjacent and the distance between first support pile and described second support pile are first support pile or described second 2-2.5 times of fender pile stake footpath.
- 8. inclination pilework according to claim 7, it is characterised in that first support pile and second support pile Stake footpath be 300mm-600mm.
- 9. foundation pit supporting method according to claim 1, it is characterised in that first Guan Liang is rectangular parallelepiped structure, its Cross section is not less than support pile stake footpath in the height dimension of gravity direction not less than 0.6 times of support pile stake footpath and width dimensions.
- 10. foundation pit supporting method according to claim 9, it is characterised in that the cross section of first Guan Liang is pros Shape, its length of side are more than the full-size of support pile cross section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710623973.4A CN107620309A (en) | 2017-07-27 | 2017-07-27 | Foundation pit supporting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710623973.4A CN107620309A (en) | 2017-07-27 | 2017-07-27 | Foundation pit supporting method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107620309A true CN107620309A (en) | 2018-01-23 |
Family
ID=61088873
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710623973.4A Pending CN107620309A (en) | 2017-07-27 | 2017-07-27 | Foundation pit supporting method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107620309A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109440780A (en) * | 2018-11-24 | 2019-03-08 | 天津大学 | Active inclination Single row pillars foundation pit supporting method |
| CN111287194A (en) * | 2020-02-19 | 2020-06-16 | 天津大学 | Recyclable foundation pit supporting structure using inclined steel sheet piles and supporting method thereof |
| CN111287193A (en) * | 2020-02-19 | 2020-06-16 | 天津大学 | Foundation pit supporting structure utilizing steel sheet piles and concrete precast piles and supporting method thereof |
| CN113089682A (en) * | 2021-03-18 | 2021-07-09 | 兰州大学 | High-strength tubular pile foundation pit supporting structure for geotechnical engineering |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101408023A (en) * | 2008-11-11 | 2009-04-15 | 天津大学 | Method for supporting and protecting row pile pit |
| CN102864781A (en) * | 2012-09-29 | 2013-01-09 | 成都四海岩土工程有限公司 | Foundation pit supporting method utilizing inclined piles |
| CN103132532A (en) * | 2013-02-28 | 2013-06-05 | 四川省长源建筑工程有限责任公司 | Foundation pit support method for row of piles |
-
2017
- 2017-07-27 CN CN201710623973.4A patent/CN107620309A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101408023A (en) * | 2008-11-11 | 2009-04-15 | 天津大学 | Method for supporting and protecting row pile pit |
| CN102864781A (en) * | 2012-09-29 | 2013-01-09 | 成都四海岩土工程有限公司 | Foundation pit supporting method utilizing inclined piles |
| CN103132532A (en) * | 2013-02-28 | 2013-06-05 | 四川省长源建筑工程有限责任公司 | Foundation pit support method for row of piles |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109440780A (en) * | 2018-11-24 | 2019-03-08 | 天津大学 | Active inclination Single row pillars foundation pit supporting method |
| CN111287194A (en) * | 2020-02-19 | 2020-06-16 | 天津大学 | Recyclable foundation pit supporting structure using inclined steel sheet piles and supporting method thereof |
| CN111287193A (en) * | 2020-02-19 | 2020-06-16 | 天津大学 | Foundation pit supporting structure utilizing steel sheet piles and concrete precast piles and supporting method thereof |
| CN113089682A (en) * | 2021-03-18 | 2021-07-09 | 兰州大学 | High-strength tubular pile foundation pit supporting structure for geotechnical engineering |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109440778B (en) | Active bidirectional inclined row pile foundation pit supporting method | |
| CN107366290A (en) | Foundation pit supporting method and raked pile | |
| CN107620309A (en) | Foundation pit supporting method | |
| CN113614315A (en) | Method of constructing a structure | |
| CN108625377A (en) | A kind of foundation pit diagonal brace pile construction method and its auxiliary tool | |
| CN107740419A (en) | Foundation pit supporting method and raked pile | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN111636417A (en) | Grouting type steel pipe pile and construction method thereof | |
| CN109440779B (en) | Active type X-shaped double-row pile foundation pit supporting method | |
| CN104131566B (en) | A kind of basement is without the construction method of horizontal support foundation ditch | |
| CN109267575A (en) | The construction method of pattern foundation pit supporting structure is cheated in the hole of Soft Soil Area | |
| CN107574825A (en) | Foundation pit supporting method and raked pile | |
| CN109440781B (en) | Active inclined double-row pile foundation pit supporting method | |
| CN210106749U (en) | Counter-force structure of soft soil foundation super large section push pipe jacking operation | |
| CN207193988U (en) | Raked pile | |
| CN111287194A (en) | Recyclable foundation pit supporting structure using inclined steel sheet piles and supporting method thereof | |
| CN107630456A (en) | Foundation pit supporting method and raked pile | |
| CN216339582U (en) | Combined inclined support for foundation pit support | |
| CN207073136U (en) | Raked pile | |
| CN209620033U (en) | Active inclined in two-way supporting and protecting row pile pit structure | |
| CN207362852U (en) | Raked pile | |
| CN207331701U (en) | Raked pile | |
| CN212248262U (en) | Recoverable foundation pit supporting structure using inclined steel sheet piles | |
| CN109440780B (en) | Active type inclined single-row pile foundation pit supporting method | |
| CN210049264U (en) | Assembled foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180123 |
|
| RJ01 | Rejection of invention patent application after publication |