CN107142978A - Construction method applied to the stake correction of extra large silt earthwork shape pile group - Google Patents
Construction method applied to the stake correction of extra large silt earthwork shape pile group Download PDFInfo
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- CN107142978A CN107142978A CN201710538774.3A CN201710538774A CN107142978A CN 107142978 A CN107142978 A CN 107142978A CN 201710538774 A CN201710538774 A CN 201710538774A CN 107142978 A CN107142978 A CN 107142978A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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Abstract
The present invention relates to building or structures foundation deviation correcting technology field, more particularly to a kind of method for correcting error applied to after square clump of piles deflection in littoral facies, neritic facies silt matter soil.Comprise the following steps：Step 1, lookup sloping pile group, in sloping pile group inclined side delamination pour slurry, become silted up soil in solidification sea；Step 2, sloping pile group tilt opposite side beat draining sand drain；Step 3, side of the slip casting consolidation zone away from sloping pile group successively excavated, and press close to the solidification sea soil that becomes silted up and backboard and hydraulic thrust device are installed；The hydraulic thrust force value F that step 4, calculating need to apply to backboardx, and start hydraulic thrust device to backboard force by income value；Step 5, sloping pile group recover in place backfill solidification afterwards.The inventive method is native by solidifying the silt of deflection side sea, can prevent soil layer displacement during correction, realize correction quickly, safe.By backboard and consolidation zone square shaped stake force, pile body gradual transition stress and passive release can be realized, strengthens Bearing Capacity of Pile Groups.
Description
Technical field
Strand is applied to the present invention relates to building or structures foundation deviation correcting technology field, more particularly to one kind
Method for correcting error in phase, neritic facies silt matter soil after square clump of piles deflection.
Background technology
In recent years persistently overheating because of real estate, the scale and quantity of building create history repeatly, architecture construction simultaneously,
Technical staff relaxes the requirement to quality, the base thus triggered in construction each stage such as foundation pile production, prospecting, design, construction
Stake Inclination Accident is more.According to the difference of construction area geology, the foundation pile type used is also different.By littoral facies, shallow
The feature of marine soft soil foundation improvement, basic work of the square pipe pile foundation in buildings such as coastal highway, bridge, harbour and industrial premises
Obtain to compare in journey and be widely applied.Due to the coastal native engineering geological features of sea silt, the region very soft sill clay thickness is big,
Moisture content is higher, category three high and one low type soil, runs into the movement of top layer piling machine or transporting vehicle-mounted after pile foundation construction and all can
Pile foundation deflection is made a big impact, clump of piles local compression or local fracture after construction is caused, engineering shows as a clump of piles
Stake top deflection, great potential safety hazard is caused to later stage normal construction.
At present, building field often carries out the deflection correction of building with forced settlement and lifting method.Relative to building
Correction is administered, the problem of correction improvement of foundation pile is individual relatively newer.Existing patent document《A kind of method of pile tube deviation rectification》
(Patent No. 201310155928.2),《The method for correcting error of prestressed concrete pipe pile pile foundation》(Patent No.
201310210449.6) a kind of method rectified a deviation after pile tube pile incline is described, both essence are used in rectifying of leaned building
Forced settlement unload method to forcing thrust to promote at the top of pile tube using subgrade stress release method and pile body, and then force stake top
Reset.The above method needs to use large-scale digging machine, and some small foundation ditches have no idea to park large-scale digging machine, or even large-scale digging machine at all
Movement may make originally the pile foundation without deflection glance off.Also have in addition《Pile for prestressed pipe entangling in soft soil foundation
Inclined technology and reinforcement measure》(Zhang Jijiang),《Pile for prestressed pipe correction reinforcement example in soft soil foundation》(Fu Jianzhou),《Weak soil
The correction reinforcement of base pile for prestressed pipe and quality control on construction》Papers such as (Fu Jianzhou) summarizes deviation correcting technology in common soft soil foundation
With reinforcement measure, but correction major impetus is mechanical thrust, and forced unloading stake top stress (or release stake top stress) is resetted
Correction, pile body gradual transition stress and passive release are not considered.
Based on above mentioned problem, it need to seek to research and solve a square clump of piles and occur in extra large silt soil base after tilting, how make to break
Split, inclined stake resets and repaired, the bearing capacity of stake is met the use requirement of design and construction standards.
The content of the invention
To solve the above problems, the invention provides a kind of barrette clump of piles Deviation Correction Construction side of suitable extra large silt soil base
Method, this method can realize that a square clump of piles is quickly rectified a deviation in sea silt soil, safety correction, can rapid curing correction side stake soil, enhancing group
Pile bearing capacity.
To achieve the above object, the technical solution adopted by the present invention is as follows：
A kind of construction method for being applied to extra large silt earthwork shape pile group stake correction, comprises the following steps：
Step 1, the barrette for searching deflection, regard the consistent barrette of multiple adjacent skew directions as one group of deflection group
Stake, measures the offset displacement X of sloping pile group0With offsetting dip angle φ0, in sloping pile group inclined side delamination pour slurry, solidification sea is become silted up
Soil；
Step 2, sloping pile group tilt opposite side beat draining sand drain；
After step 3, injected hole precoagulation beam, side of the slip casting consolidation zone away from sloping pile group is successively excavated, and pastes
Nearly solidification sea silt soil installs backboard and hydraulic thrust device；
Step 4, according to stake top offset displacement X0With offsetting dip angle φ0Calculate the hydraulic thrust force value F that need to apply to backboardx,
And start hydraulic thrust device to backboard force by income value；Step 5, sloping pile group return to predeterminated position and digged pit backward interior time
Fill out the sea silt soil for being mixed with hardening slurry, fixed barrette.
The present invention is rectified a deviation to multiple barrettes of the same area simultaneously in units of group, can improve correction efficiency.Really
Determine after sloping pile group, record pile deflection rate, carry out initial stake top shifting data of inclining and adjust, be easy to the accurate thrust for calculating and needing.This
Invention is by solidifying inclined side sea silt soil, and to the extra large silt soil application power of solidification, the effect of power reaches deflection barrette, so as to complete to many
The quick correction of individual deflection barrette.In deflection opposite side, extruded in becoming silted up soil from sea during force using draining sand drain
Moisture is discharged in time, realizes the rapid curing of sea silt soil.After sloping pile group recovers in place, sea silt of the backfill containing hardening slurry again
Soil, the region vacated after rapid curing correction, prevents barrette deflection again.
The detailed process of step 1 is：Slip casting is laid at 3 times of barrette length of sides of pile foundation in sloping pile group inclined side
Hole, slip casting hole depth is the 1/3 of square pile length, respectively apart from 1/3, barrette top strong point, 1/4 strong point and square
The extra large silt soil paste liquid of stake top end injection solidification, it is pre- solidifying 48 hours, solidify three layers of region.The present invention sets three layers of curing area from top to bottom
Domain, will be fixed in the middle part of barrette, prevent that a stake bottom is shifted over when exerting a force correction to stake top.
Draining sand drain described in step 2 is in the stake of adjacent prismatic two-by-two middle arrangement, and each draining sand drain is in plum blossom-shaped, draining
Drain bar is squeezed into sand drain, sump pump system is connected.The sand drain is the common material during soft soil foundation vacuum method is implemented
Sand drain, or with etc. particle diameter ferronickel waste residue substitute well.
Overlying regions installation camera device is being excavated in step 3, the extra large silt soil of solidification during excavation is being monitored, such as
There are sea silt soil extrusion or stream plastic state then to stop excavating, from injected hole injection slurries, be further continued for excavating after further slip casting solidification.
According to the initial offset displacement X of measurement in step 40With offsetting dip angle φ0Calculate the horizontal axle power Q of stake top0And moment of flexure
M0, hydraulic thrust force value F is setx>Q0, stake top offset displacement X0With offsetting dip angle φ0Formula it is as follows：
X0=AxQ0/α3EI+BxM0/α2EI,
φ0=-(AφQ0/α2EI+BφM0/αEI)；
Wherein, coefficient Ax、Bx、α is constant, and E, I are respectively the modulus of elasticity and the section moments of inertia of stake.
Multiple hydraulic thrust device synchronous averagings in step 4, push away speed and thrust with identical and backboard are exerted a force, exert a force process
Middle sump pump system continuous service, the water discharged in extrusion process from draining sand drain is taken away.The present invention is indirect using backboard
Square shaped stake force, stake top reversely can steadily be moved along tilting during basic guarantee thrust.Multiple hydraulic thrust devices
Exert a force simultaneously, it is ensured that the synchronization of square pile deflection correction；Take the water of extrusion away in time using sump pump system, it is ensured that extruding
During sea become silted up soil solidification draining.After barrette recovers in place, in backboard is retained in and digged pit, pull out, prevented because pulling out without returning
Going out backboard causes barrette to shift again.
It is preferred that, the injected hole is 32mm PE Grouting Pipes, and compressive resistance is more than or equal to 0.5MPa.The present invention is using set
Pipe mode injects slurries, and the Grouting Pipe used in injected hole is fixed outer tube, and an inner tube is inserted into fixed Grouting Pipe,
Inner tube is moved up and down, hardening slurry is injected in diverse location.
It is preferred that, the extra large silt soil paste liquid of described solidification is Ma Lisan mix liquid.
It is preferred that, described backboard material is PVC board, and compression strength is more than or equal to 0.25MPa.
It is preferred that, described hydraulic thrust device is the jack of electronic controlled power.
Beneficial effects of the present invention：
The inventive method can once rectify a deviation multiple barrettes, efficiency high of rectifying a deviation.Meanwhile, by solidifying deflection side sea silt soil,
Soil layer displacement during correction can be prevented, the correction of quick safety is realized.Pass through backboard and consolidation zone square shaped stake force, energy
Pile body gradual transition stress and passive release are enough realized, strengthens Bearing Capacity of Pile Groups.
Brief description of the drawings
Fig. 1 is the schematic flow sheet of the inventive method；
Fig. 2 is square pile deflection schematic diagram；
Fig. 3 is stake slip casting solidification soil layer schematic diagram to be rectified a deviation；
Each part schematic diagram when Fig. 4 is sloping pile group correction；
In figure, 1, backboard, 2, barrette, 201, normal barrette, 202, sloping pile group, 3, jack, 4, sea become silted up soil,
401st, it is uncured sea become silted up soil, 402, first layer solidification sea become silted up soil, 403, the second layer solidification sea become silted up soil, 404, third layer solidification sea become silted up
Soil, 5, draining sand drain.
Embodiment
The implementation process to the present invention is described in detail below in conjunction with the accompanying drawings.
A kind of construction method for being applied to extra large silt earthwork shape pile group stake correction, as shown in figure 1, comprising the following steps：
1st, first, the barrette of deflection is searched, the consistent barrette of multiple adjacent skew directions is regard as one group of deflection
A clump of piles 202 (such as Fig. 2), measurement clump of piles stake top offset displacement X0With offsetting dip angle φ0, then in the inclined side point of sloping pile group 202
Layer slip casting solidification.It is specific as follows：Injected hole, slip casting are laid at 3 times of barrette length of sides of pile foundation in sloping pile group inclined side
Hole is 32mm PE Grouting Pipes, and compressive resistance is not less than 0.5MPa.Slip casting hole length be square pile length 1/3, respectively away from
1/3 from barrette top strong point, 1/4 strong point and the extra large silt soil paste liquid of barrette top (such as Fig. 3) injection solidification, pre- solidifying 48 is small
When, there are three layers of consolidation zone 402,403,404 after solidification.The extra large silt soil paste liquid of solidification injected selects Ma Lisan mix liquid, Gu
Change speed fast.
2nd, tilt opposite side in sloping pile group and beat draining sand drain 5.As shown in figure 4, the draining sand drain is in adjacent side two-by-two
Shape stake middle arrangement, each draining sand drain is in plum blossom-shaped, and drain bar is squeezed into draining sand drain, connects sump pump system.It is described
Sand drain be soft soil foundation vacuum method implement in common material sand drain, or with etc. particle diameter ferronickel waste residue replacement well.
3rd, after injected hole precoagulation beam, side of the slip casting consolidation zone away from sloping pile group is successively excavated, digging process
Middle use camera device is monitored to the extra large silt soil of solidification, and camera device is arranged on excavation overlying regions, observes the native surface of sea silt,
Then stop excavating if any sea silt soil extrusion or stream plastic state, be further continued for excavating after from the further slip casting of injected hole solidifying.Dig to conjunction
Right position is postponed, and backboard is being carried out close to the native side of solidification sea silt；Hydraulic thrust device is installed lateral pre- pushing tow is carried out to backboard 1 (such as
Fig. 4).The hydraulic thrust device is the jack 3 of electronic controlled power.
4th, deboost accounting is carried out according to stake top offset displacement and offsetting dip angle, knows the hydraulic pressure that need to apply to backboard
Thrust magnitude, and start hydraulic thrust device to backboard force by income value.
The calculation formula of hydraulic thrust force value need to meet it is assumed hereinafter that：Pile foundation is elastic pile, and the adhesion strength between stake soil is not considered
And frictional resistance, consideration roadbed cubic metre of earth is to the horizontal thrust of stake, and the native compatible deformation of stake.
It is assumed that stake top is by horizontal axle power Q0And moment M0, now stake generation elastic deflection, the horizontal drag σ of Pile side soil generationzx。
According to the curve differential equation of stake：
In formula：E, I --- it is respectively the modulus of elasticity and the section moments of inertia of stake；
σzx--- laterral earth resistance on piles, σzx=Cxz=mZxz, C is coefficient of subgrade reaction, and m is the ratio of foundation soil static horizontal loading test
Example coefficient, Z is the depth of stake；
b1--- the calculating width of square pile；
xz--- lateral displacement (i.e. the amount of deflection of stake) of the stake at depth Z.
Above-mentioned curve differential equation is solved, lateral displacement x of the pile body at the Z of depths is drawnzFormula is：
To xzDerived function, and by induction-arrangement after, draw stake top offset displacement X0With offsetting dip angle φ0Formula
It is as follows：
X0=AxQ0/α3EI+BxM0/α2EI (3),
φ0=-(AφQ0/α2EI+BφM0/αEI) (4)；
Wherein, coefficient Ax、Bx、α is constant.
According to the initial offset displacement X of measurement0With offsetting dip angle φ0Calculate the horizontal axle power Q of stake top0And moment M0, set
Hydraulic thrust force value Fx>Q0。
5th, sloping pile group returns to digging pit for predeterminated position postnotum side and uses extra large silt earthen backfill, prior in the sea silt soil of backfill
Hardening slurry is mixed with, solidification in time, fixes barrette after inserting.During backfill, backboard is held in place, and is not extracted.
The implementation process of the present invention is exemplified below：
Jiangsu coastal area electric substation civil engineering, site area 12006.4m2, structures substructure uses the length of side
1.2m, length 22m barrette.Construction site stratum is that coating and substrate are constituted by the 4th, and the 4th is that cap layer deposition is thick
About 17m is spent, mainly by top layer sandy loam (thickness about 1.1m) and mud (thickness about 14.2m), the cohesive soil (thickness of the alluviation origin cause of formation
5.0m) and the slide rock origin cause of formation muddy loam (thickness 3.1m) composition.
The top layer soil physical property of table 1
Square pile driving construction completes March under structures, is offset caused by the piling machine vehicular motion of place at the top of barrette, through surveying
Measure stake top peak excursion displacement about 50mm, angle of inclination 0.012 (radian).According to place Pile Foundation Code《JGJ106-2016 is built
Test Technology of Pile Foundation specification》Judgment criteria, it is necessary to place barrette carry out correction processing.
First, sloping pile group region is determined, injected hole, injected hole are laid at pile foundation 3.6m in sloping pile group inclined side
Using 32mm PE Grouting Pipes, compressive resistance is not less than 0.5MPa, and slip casting hole length is 7.3m.Using sleeve-like manner respectively away from
From at the 7.3m of barrette top, at 5.5m and it is concordant with barrette top locate the extra large silt soil paste liquid of injection solidification, point three layers of solidification.
Then, tilt opposite side in sloping pile group and beat draining sand drain, draining sand drain is in the stake of adjacent prismatic two-by-two middle cloth
Put, each draining sand drain is in plum blossom-shaped, drain bar is squeezed into draining sand drain, connect sump pump system.
After injected hole precoagulation beam, side of the slip casting consolidation zone away from sloping pile group is successively excavated, in digging process
The extra large silt soil of solidification is monitored using camera device, then stops excavating if any sea silt soil extrusion or stream plastic state, from injected hole
It is further continued for excavating after further slip casting solidification.Dig to correct position, backboard is being carried out close to the native side of solidification sea silt, and in backboard
Rear is installed by hydraulic jack.Through surveying maximum displacement of pile head X0=0.05m, angle of inclination φ0=0.012 (radian), is substituted into public
Formula (3), (4), calculate horizontal axle power Q0Value is 117kN, moment M0Value is ﹣ 1618kNm, and elasticity occurs for now stake
Flexure, the hydraulic thrust that jack can be set is 120kN, and lateral pre- pushing tow is carried out to backboard.
Digged pit after sloping pile group returns to predeterminated position with the extra large silt earthen backfill for being mixed with hardening slurry, sea silt soil solidification
After fix barrette.
Unit in charge of construction is detected after correction, and the pile foundation after this method correction disclosure satisfy that standard construction requirement.This method can
Realize sea become silted up barrette in soil quickly rectify a deviation, safety correction, can the native displacement of rapid curing correction side stake, strengthen Bearing Capacity of Pile Groups,
It can be promoted within the specific limits.
Claims (10)
1. a kind of construction method for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that comprise the following steps：
Step 1, the barrette for searching deflection, using the consistent barrette of multiple adjacent skew directions as one group of sloping pile group,
Measure the offset displacement X of sloping pile group0With offsetting dip angle φ0, in sloping pile group inclined side delamination pour slurry, become silted up soil in solidification sea；
Step 2, sloping pile group tilt opposite side beat draining sand drain；
After step 3, injected hole precoagulation beam, side of the slip casting consolidation zone away from sloping pile group is successively excavated, and presses close to solid
Change sea silt soil and backboard and hydraulic thrust device are installed；
Step 4, according to stake top offset displacement X0With offsetting dip angle φ0Calculate the hydraulic thrust force value F that need to apply to backboardx, and press
Income value starts hydraulic thrust device and backboard is exerted a force；
Step 5, sloping pile group return to predeterminated position dig pit backward it is interior backfill be mixed with hardening slurry sea become silted up soil, fixation it is square
Stake.
2. the construction method according to claim 1 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：Step
1 detailed process is：Injected hole, slip casting hole depth are laid at 3 times of barrette length of sides of pile foundation in sloping pile group inclined side
For the 1/3 of square pile length, solidify respectively being injected apart from 1/3, barrette top strong point, 1/4 strong point and barrette top
Extra large silt soil paste liquid, it is pre- solidifying 48 hours, solidify three layers of region.
3. the construction method according to claim 1 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：Step
Draining sand drain described in 2 is in the stake of adjacent prismatic two-by-two middle arrangement, and each draining sand drain is in the row of squeezing into plum blossom-shaped, draining sand drain
Water plate, connects sump pump system.
4. the construction method according to claim 1 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：Step
Overlying regions installation camera device is being excavated in 3, the extra large silt soil of solidification during excavation is monitored, extruded if any sea silt soil
Or stream plastic state then stops excavating, slurries are injected from injected hole, are further continued for excavating after further slip casting solidification.
5. the construction method according to claim 1 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：Step
According to the initial offset displacement X of measurement in 40With offsetting dip angle φ0Calculate the horizontal axle power Q of stake top0And moment M0, hydraulic pressure is set
Thrust magnitude Fx>Q0, stake top offset displacement X0With offsetting dip angle φ0Formula it is as follows：
X0=AxQ0/α3EI+BxM0/α2EI,
φ0=-(AφQ0/α2EI+BφM0/αEI)；
Wherein, coefficient Ax、Bx、α is constant, and E, I are respectively the modulus of elasticity and the section moments of inertia of stake.
6. the construction method according to claim 1 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：Step
Multiple hydraulic thrust device synchronous averagings in 4, push away speed and thrust with identical and backboard are exerted a force, sump pump system during force
Continuous service, the water discharged in extrusion process from draining sand drain is taken away.
7. the construction method according to claim 2 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：It is described
Injected hole is 32mm PE Grouting Pipes, and compressive resistance is more than or equal to 0.5MPa.
8. the construction method according to claim 2 for being applied to extra large silt earthwork shape pile group stake correction, it is characterised in that：It is described
The extra large silt soil paste liquid of solidification be Ma Lisan mix liquid.
9. the construction method for being applied to extra large silt earthwork shape pile group stake correction according to any one of claim 1 to 8, its feature
It is：Described backboard material is PVC board, and compression strength is more than or equal to 0.25MPa.
10. the construction method for being applied to extra large silt earthwork shape pile group stake correction according to any one of claim 1 to 8, it is special
Levy and be：Described hydraulic thrust device is the jack of electronic controlled power.
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| CN201710538774.3A CN107142978A (en) | 2017-07-04 | 2017-07-04 | Construction method applied to the stake correction of extra large silt earthwork shape pile group |
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| CN201710538774.3A CN107142978A (en) | 2017-07-04 | 2017-07-04 | Construction method applied to the stake correction of extra large silt earthwork shape pile group |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005133A (en) * | 2017-11-03 | 2018-05-08 | 中交四航局第二工程有限公司 | Water conservancy project sheet pile method for correcting error |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793029A (en) * | 2009-02-03 | 2010-08-04 | 叶长青 | Method for correcting pile deviation |
| JP2013170388A (en) * | 2012-02-21 | 2013-09-02 | Yuji Kaneko | Repair method for inclined structure |
| CN103410182A (en) * | 2013-08-22 | 2013-11-27 | 天津大学 | Unilateral pile foundation unloading horizontal top-level pull deviation rectifying and broken pile reinforcement construction method |
| CN105002834A (en) * | 2015-07-06 | 2015-10-28 | 上海同罡建筑工程有限公司 | Deviation rectifying and strengthening method for piers |
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2017
- 2017-07-04 CN CN201710538774.3A patent/CN107142978A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101793029A (en) * | 2009-02-03 | 2010-08-04 | 叶长青 | Method for correcting pile deviation |
| JP2013170388A (en) * | 2012-02-21 | 2013-09-02 | Yuji Kaneko | Repair method for inclined structure |
| CN103410182A (en) * | 2013-08-22 | 2013-11-27 | 天津大学 | Unilateral pile foundation unloading horizontal top-level pull deviation rectifying and broken pile reinforcement construction method |
| CN105002834A (en) * | 2015-07-06 | 2015-10-28 | 上海同罡建筑工程有限公司 | Deviation rectifying and strengthening method for piers |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005133A (en) * | 2017-11-03 | 2018-05-08 | 中交四航局第二工程有限公司 | Water conservancy project sheet pile method for correcting error |
| CN108005133B (en) * | 2017-11-03 | 2020-08-18 | 中交四航局第二工程有限公司 | Hydraulic sheet pile deviation rectifying method |
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Application publication date: 20170908 |