CN110512667A - It is a kind of to handle because water damage leads to the new method of pile foundation settlement - Google Patents
It is a kind of to handle because water damage leads to the new method of pile foundation settlement Download PDFInfo
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- CN110512667A CN110512667A CN201910832826.7A CN201910832826A CN110512667A CN 110512667 A CN110512667 A CN 110512667A CN 201910832826 A CN201910832826 A CN 201910832826A CN 110512667 A CN110512667 A CN 110512667A
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- pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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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
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of processing because water damage leads to the new method of pile foundation settlement, belong to piling Technology field, comprising: several drillings first are played at stake top end, pierce complete basement rock, it is by drilling that stake end lower part cavity concrete filling is closely knit；Reinforcing bar is put into after cleaning bottom of hole, then slip casing by pressure；Concrete after eventually forming pile-end pressure grouting enters the common stress of paxilla of basement rock with several, instead of intrinsic bearing capacity of pile tip.The present invention uses stake bottom concrete perfusion+slip casting+reconstruction small pile group processing mode for the first time, solves pile foundation and continues the knotty problem sunk；The present invention provides a kind of new processing scheme and thinking, ensure that pile foundation continues to play the normal use of its bearing function and top buildings or structures in some similar complicated pile foundation settlement processing；The method of the present invention is simple, strong operability, moderate cost.
Description
Technical field
The invention belongs to piling Technology fields, and in particular to a kind of to handle because water damage leads to the new side of pile foundation settlement
Method.
Background technique
China is that the maximum country of karst distribution area, karst area are more than 3,000,000 square kilometres in the world, accounts for territory
The nearly one third of area.The a quarter of China's groundwater resources, is distributed in karst area, underground karst form preserves for it,
Sports center.Karsts developing area and Groundwater Flow bring a series of engineering problem, and it is also more difficult that prevention and treatment, which is got up,.In
Karst area, various pile foundation stakes end are such as located on the loose soil bed of karst, for a long time since underground water erosion and carrying are made
With stake is partially formed cavity below end, and pile foundation is caused to be sunk.Its processing method mainly has two major classes: one kind is mended to stake
Force solid；Another kind of is again piling.Under the premise of meeting technical requirements, cost can be reduced using reinforcement and strengthening, saved
Duration, reinforcing method is mainly mud jacking at present.In karst area since Karst Fissures development and groundwater activities are violent, adopt
It is be easy to cause running pulp with slip casing by pressure, stake end position is difficult to be perfused closely knit.Therefore, it is necessary to invent a kind of new processing mode solution
Problems.
Summary of the invention
It is easy sedimentation for Pile In Karst Area in the prior art, running pulp, stake end position are be easy to cause using slip casing by pressure
It is difficult that closely knit problem is perfused, it, should the purpose of the present invention is to provide a kind of processing because water damage leads to the new method of pile foundation settlement
Method is simple, strong operability, moderate cost.
This processing provided by the invention leads to the new method of pile foundation settlement because of water damage, comprising:
Several drillings first are played at stake top end, complete basement rock is pierced, stake end lower part cavity is filled with concrete by drilling
Packing is real；
Reinforcing bar is put into after cleaning bottom of hole, then slip casing by pressure；
Concrete after eventually forming pile-end pressure grouting enters the common stress of paxilla of basement rock with several, designs instead of original
Bearing capacity of pile tip.
Preferably, the concrete after pile-end pressure grouting enters the common stress of paxilla of basement rock, utmost lateral friction with several
Standard value meets:
Qpk2> Qpk1
Qpk2=qpk1×Ap1+qpk2×Ap2
In formula:
Qpk1、Qpk2--- it is respectively intrinsic and treated total standard ultimate bearing capacity, KN；
qpk1、qpk2--- be respectively it is several enter basement rock paxilla and in addition to paxilla timber pile standard ultimate bearing capacity, KN；
Ap1、Ap2--- be respectively it is several enter basement rock paxilla and deduct paxilla after timber pile stake end area, m2。
Preferably, drilling is arranged symmetrically in pile center and away from pile center is equidistant, uniform cloth hole, uniform stressed, and drill cloth
Number is set to need to be arranged by substitution bearing capacity of pile tip.
It is preferably, described to handle because water damage leads to the new method of pile foundation settlement, comprising the following steps:
(1) drilling arrangement: in pile center and away from 7 holes of the equidistant symmetrical brill of pile center 0.4m；
(2) drilling construction: every hole passes through stake bottom cavity and enters rock depth by " technical code for building pile foundation " (JGJ94-2008)
It is required that；
(3) hole flushing: drilling machine, grouting equipment hole flushing are used, hole flushing ultimate criterion is the silt that stake end is filled in hole with lower half
Wash clean as far as possible, bottom hole sediment thickness are not preferably greater than 50mm；
(4) concrete system is mixed；
(5) concrete perfusion: pouring into from aperture, and by vibratory concrete pump, vertical tremor is mixed come ram-jolt as far as possible in drilling
It coagulates soil and allows concrete is empty around flow, disperse；
(6) cleaning bottom of hole: cleaning bottom of hole pulls bottom hole sediment out, bottom hole sediment thickness is not preferably greater than to bottom hole after waiting concrete final set
50mm；
(7) paxilla arrangement of reinforcement: according to " technical code for building pile foundation " (JGJ94-2008) requirement, reinforcement under flexural rate is determined；
(8) reinforcing bar is placed；
(9) slip casting: after tendon is put into bottom hole, taking orifice closing method to carry out slip casting, and main function is drilling and sealing,
And blocking concrete pour after the minute fissure that may leave；
(10) pile foundation settlement is observed: being carried out settlement observation by " building deformation measurement specification " (JGJ8-2007), is met design
Defined sedimentation permissible value is the paxilla that the concrete handled successfully, after eventually forming pile-end pressure grouting and 7 enter basement rock
Common stress, instead of intrinsic bearing capacity of pile tip.
In a specific embodiment, in step (2), comprehensive load, upper overburden layer, basement rock, stake diameter, the long Zhu Yin of stake are answered
Element determines that complete and more complete rock tunneling boring depth inclined for insertion is not preferably less than 0.4d and is not less than 0.5m；Inclination
Degree is greater than 30% middle decomposed rock, preferably suitably increases socket length according to gradient and rock integrality；It is smooth, complete for being embedded in
Whole hard rock and 0.2d, and no less than 0.2m are not preferably less than compared with the depth of hard rock.
In a specific embodiment, in step (4), concrete is C30 grades, is guaranteed and artificial digging pile intensity one
It causes.
In a specific embodiment, in step (8), to keep reinforcing bar verticality, before placing reinforcing bar, every 2m
The bar dowel support of 3 long 48mm is welded on 3 directions of reinforcing bar, reinforcing bar length 16.3m anchors into 13.8m in stake, empty under stake
Part is 1.5m, anchors into rockmass 1.0m.
Advantageous effects of the invention are as follows:
(1) present invention uses " stake bottom concrete perfusion "+" slip casting "+" reproducing small pile group " processing mode for the first time, solves
Pile foundation continues the knotty problem sunk.
(2) the method for the present invention is in some similar complicated pile foundation settlements processing, provide a kind of new processing scheme and
Thinking ensure that pile foundation continues to play the normal use of its bearing function and top buildings or structures.
(3) the method for the present invention is simple, strong operability, moderate cost.
Detailed description of the invention
Fig. 1 is stake drilling plane layout drawing.
Fig. 2 is the position view that the present invention places reinforcing bar.
Fig. 3 is " stake bottom concrete perfusion "+" slip casting "+" reproducing small pile group " column schematic diagram of the invention.
Fig. 4 is heap mine situation when Guangxi mine belt porch, steel pipe column and belt work normally.
Specific embodiment
The technical scheme in the embodiments of the invention will be clearly and completely described below, it is clear that described implementation
Example is only a part of the embodiment of the present invention, rather than whole embodiments, based on the embodiments of the present invention, ordinary skill
Personnel's every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
Present invention will be further explained below with reference to the attached drawings and specific examples.
For the present invention by taking the belt porch pile foundation settlement of Guangxi mine ore matching stockyard as an example, which is in karst
Area, belt porch steel pipe column pile foundation cause part to settle inclination, need to carry out consolidation process because pile-end soil is washed away by underground water.Early period into
It has gone conventional grouting and reinforcing, but since groundwater velocity is too fast and karsts developing area, has carried out when drilled drawing-core detection discovery slip casting not
Reach its purpose, then handled using the method for the present invention, comprising the following steps:
Step 1: drilling arrangement: in pile center and away from 7 holes of the equidistant symmetrical brill of pile center 0.4m, uniform cloth hole, uniformly
Stress, drilling arrangement number are needed to be arranged as substitution bearing capacity of pile tip, and Fig. 1 is stake drilling plane layout drawing；
Step 2: drilling construction: every hole passes through stake bottom cavity and enters rock depth by " technical code for building pile foundation " (JGJ94-
2008) it requires: comprehensive load, upper overburden layer, basement rock, stake diameter, the long factors of stake being answered to determine；For be embedded in it is inclined complete and compared with
The tunneling boring depth of complete rock is not preferably less than 0.4d and is not less than 0.5m, and gradient is greater than 30% middle decomposed rock, and preferably basis is inclined
Gradient and rock integrality suitably increase socket length；For being embedded in smooth, complete hard rock and unsuitable compared with the depth of hard rock
Less than 0.2d, and no less than 0.2m；This engineering pierces complete basement rock 1m；
Step 3: hole flushing: using drilling machine, grouting equipment hole flushing, hole flushing ultimate criterion is that stake end in hole is filled with lower half
Silt wash clean as far as possible, bottom hole sediment thickness are not preferably greater than 50mm, want according to " technical code for building pile foundation " (JGJ94-2008)
It asks；
Step 4: concrete system is mixed: concrete is C30 grades, is guaranteed consistent with artificial digging pile intensity；
Step 5: concrete perfusion: being poured into from aperture, by vibratory concrete pump, vertical tremor as far as possible shakes in drilling
Real concrete and allow concrete around cavity flowing, dispersion；
The effect of concrete perfusion mainly guarantees that cavity position filling is closely knit, has sufficient intensity to resist tendon generation micro-
The transverse pressure generated when small bending guarantees that tendon gives full play to bearing capacity, can also undertake a part of burden pressure；
Step 6: cleaning bottom of hole: cleaning bottom of hole pulls bottom hole sediment out, bottom hole sediment thickness should not be big to bottom hole after waiting concrete final set
In 50mm, according to " technical code for building pile foundation " (JGJ94-2008) requirement；
Step 7: paxilla arrangement of reinforcement: according to " technical code for building pile foundation " (JGJ94-2008) requirement: when pile body diameter is
When 300~2000mm, reinforcement under flexural rate can use 0.65%~0.2% (Small Diameter Pile takes high level)；This diameter is 110mm, stake
Diameter is smaller, and reinforcement under flexural rate uses 0.67%, it is contemplated that this is the purposes of consolidation process, elongated arrangement of reinforcement, final every hole
Configure 1 reinforcing bar, diameter 9mm；
Step 8: placing reinforcing bar: to keep reinforcing bar verticality, before placing reinforcing bar, every 2m on 3 directions of reinforcing bar
The bar dowel support of 3 long 48mm of welding, reinforcing bar length 16.3m anchor into 13.8m in stake, and hollow sectors are 1.5m under stake, are anchored into
Rockmass 1.0m, it is specific as shown in Figure 2；
Step 9: slip casting: after tendon is put into bottom hole, orifice closing method being taken to carry out slip casting, main function is drilling
Sealing of hole, and blocking concrete pour after the minute fissure that may leave, slurry injection technique requires by " hydraulic structure cement grout is applied
Work technical specification " (SL62-2014) execution；
Step 10: pile foundation settlement is observed, settlement observation is carried out by " building deformation measurement specification " (JGJ8-2007), is met
The sedimentation permissible value of design code is that the concrete handled successfully, after eventually forming pile-end pressure grouting and 7 enter basement rock
The common stress of paxilla, it is specific as shown in Figure 3 instead of intrinsic bearing capacity of pile tip.
Treated standard ultimate bearing capacity=3.14 × 0.0552×16000×7+(3.14×0.752-3.14×
0.0552× 7) × 4200=8202KN > 8000KN (intrinsic total standard ultimate bearing capacity)
Note: the complete basement rock standard ultimate bearing capacity 16000KPa in formula is according to exploration report, the coagulation after slip casting
Native standard ultimate bearing capacity 4200KPa is the experience value after comprehensive field condition.
The present invention uses in the processing of Guangxi mine ore matching stockyard belt porch pile foundation settlement, operates normally in belt porch more
Nian Hou, by lasting observation, this pile foundation is no longer sunk, and treatment effect is good, specific as shown in Figure 4.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (7)
1. a kind of processing leads to the new method of pile foundation settlement because of water damage, characterized by comprising:
Several drillings first are played at stake top end, pierce complete basement rock, it is by drilling that stake end lower part cavity concrete filling is close
It is real；
Reinforcing bar is put into after cleaning bottom of hole, then slip casing by pressure；
Concrete after eventually forming pile-end pressure grouting enters the common stress of paxilla of basement rock with several, instead of intrinsic stake
Hold bearing capacity.
2. processing according to claim 1 leads to the new method of pile foundation settlement because of water damage, which is characterized in that stake end pressure note
Concrete after slurry enters the common stress of paxilla of basement rock with several, and standard ultimate bearing capacity meets:
Qpk2> Qpk1
Qpk2=qpk1×Ap1+qpk2×Ap2
In formula:
Qpk1、Qpk2--- it is respectively intrinsic and treated total standard ultimate bearing capacity, KN；
qpk1、qpk2--- be respectively it is several enter basement rock paxilla and in addition to paxilla timber pile standard ultimate bearing capacity, KN；
Ap1、Ap2--- be respectively it is several enter basement rock paxilla and deduct paxilla after timber pile stake end area, m2。
3. processing according to claim 1 leads to the new method of pile foundation settlement because of water damage, which is characterized in that drilling is in stake
The heart and be arranged symmetrically away from pile center is equidistant, uniform cloth hole, uniform stressed, drilling arrangement number by substitution bearing capacity of pile tip need
It is arranged.
4. processing according to claim 1 leads to the new method of pile foundation settlement because of water damage, which is characterized in that including following step
It is rapid:
(1) drilling arrangement: in pile center and away from 7 holes of the equidistant symmetrical brill of pile center 0.4m；
(2) drilling construction: every hole passes through stake bottom cavity and enters rock depth by " technical code for building pile foundation " (JGJ94-2008) requirement；
(3) hole flushing: using drilling machine, grouting equipment hole flushing, hole flushing ultimate criterion be silt that stake end in hole is filled with lower half as far as possible
Wash clean, bottom hole sediment thickness are not preferably greater than 50mm；
(4) concrete system is mixed；
(5) concrete perfusion: pouring into from aperture, by vibratory concrete pump in the interior vertical tremor that drills come vibrated concrete as far as possible
With allow concrete around cavity flowing, dispersion；
(6) cleaning bottom of hole: cleaning bottom of hole pulls bottom hole sediment out, bottom hole sediment thickness is not preferably greater than 50mm to bottom hole after waiting concrete final set；
(7) paxilla arrangement of reinforcement: according to " technical code for building pile foundation " (JGJ94-2008) requirement, reinforcement under flexural rate is determined；
(8) reinforcing bar is placed；
(9) slip casting: after tendon is put into bottom hole, orifice closing method is taken to carry out slip casting, main function is drilling and sealing, and is sealed
The minute fissure that may be left after stifled concreting；
(10) pile foundation settlement is observed: being carried out settlement observation by " building deformation measurement specification " (JGJ8-2007), is met design code
Sedimentation permissible value be handle successfully, the concrete and 7 paxillas for entering basement rock after eventually forming pile-end pressure grouting are common
Stress, instead of intrinsic bearing capacity of pile tip.
5. processing according to claim 4 leads to the new method of pile foundation settlement because of water damage, which is characterized in that in step (2),
Comprehensive load, upper overburden layer, basement rock, stake diameter, the long factors of stake are answered to determine, it is inclined complete and more complete rock complete for being embedded in
Section depth is not preferably less than 0.4d and is not less than 0.5m；Gradient is greater than 30% middle decomposed rock, preferably according to gradient and rock
Integrality suitably increases socket length；For being embedded in smooth, complete hard rock and not being preferably less than 0.2d compared with the depth of hard rock, and
No less than 0.2m.
6. processing according to claim 4 leads to the new method of pile foundation settlement because of water damage, which is characterized in that in step (4),
Concrete is C30 grades, is guaranteed consistent with artificial digging pile intensity.
7. processing according to claim 4 leads to the new method of pile foundation settlement because of water damage, which is characterized in that in step (8),
To keep reinforcing bar verticality to weld the bar dowel branch of 3 long 48mm on 3 directions of reinforcing bar every 2m before placing reinforcing bar
Support, reinforcing bar length 16.3m anchor into 13.8m in stake, and hollow sectors are 1.5m under stake, anchor into rockmass 1.0m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910832826.7A CN110512667A (en) | 2019-09-04 | 2019-09-04 | It is a kind of to handle because water damage leads to the new method of pile foundation settlement |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910832826.7A CN110512667A (en) | 2019-09-04 | 2019-09-04 | It is a kind of to handle because water damage leads to the new method of pile foundation settlement |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112459051A (en) * | 2020-11-09 | 2021-03-09 | 中国瑞林工程技术股份有限公司 | Construction method for solving problem of excessive irrigation and sediment of pile foundation in karst area |
| CN114517488A (en) * | 2020-11-16 | 2022-05-20 | 沈军 | Small pile foundation construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102268877A (en) * | 2011-06-21 | 2011-12-07 | 刘清洁 | Construction method for great-depth or large-diameter mechanical expanding caisson pile |
| CN109252868A (en) * | 2018-10-23 | 2019-01-22 | 中铁十二局集团有限公司 | Hard-soft heterogeneous ground shield-tunneling construction boulder and basement rock protrusion processing method |
-
2019
- 2019-09-04 CN CN201910832826.7A patent/CN110512667A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102268877A (en) * | 2011-06-21 | 2011-12-07 | 刘清洁 | Construction method for great-depth or large-diameter mechanical expanding caisson pile |
| CN109252868A (en) * | 2018-10-23 | 2019-01-22 | 中铁十二局集团有限公司 | Hard-soft heterogeneous ground shield-tunneling construction boulder and basement rock protrusion processing method |
Non-Patent Citations (1)
| Title |
|---|
| 贾朋涛等: "岩溶区断桩加固新方法", 《城市勘测》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112459051A (en) * | 2020-11-09 | 2021-03-09 | 中国瑞林工程技术股份有限公司 | Construction method for solving problem of excessive irrigation and sediment of pile foundation in karst area |
| CN114517488A (en) * | 2020-11-16 | 2022-05-20 | 沈军 | Small pile foundation construction method |
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Application publication date: 20191129 |