CN106284441B - A kind of O-cell test pile load conversion is the method for vertical compression pile load - Google Patents
A kind of O-cell test pile load conversion is the method for vertical compression pile load Download PDFInfo
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- CN106284441B CN106284441B CN201610734141.5A CN201610734141A CN106284441B CN 106284441 B CN106284441 B CN 106284441B CN 201610734141 A CN201610734141 A CN 201610734141A CN 106284441 B CN106284441 B CN 106284441B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention discloses the method that a kind of O-cell test pile load conversion of the stake of civil engineering pile foundation test technical field is vertical compression pile load, which is the method for vertical compression pile load the following steps are included: S1: the definition of stake；S2: the downward Compressive Bearing Capacity of the upper section stake under i-stage load action is obtained；S3: the downward Compressive Bearing Capacity of the lower section stake under i-stage load action is obtained；S4: the stake top vertical compression bearing capacity Q under i-stage load action is obtainedi, which can be included in overload loss caused by uplift force, reduce the end resistance of lower section stake pile-end soil；It can be included in overload loss caused by soil body gravity dumping, lower section stake soil around pile is unloaded, the end resistance of lower section stake pile-end soil is also reduced；Further include pile body undetectable for the preparation method of the Q of traditional vertical pressure resisting pile, such as the stake of stake, slope in water, can obtain correct Q using method of the invention.
Description
Technical field
The present invention relates to civil engineering pile foundation test technical field, specially a kind of O-cell test pile load conversion is perpendicular
To the method for resistance to compression pile load.
Background technique
The preparation method of the Q of existing vertical pressure resisting pile is: applying load straight down in the stake top of a continuous stake, surveys
The fixed corresponding every grade of sedimentation Si of every grade of load Qi, then draws according to the relationship between Qi and Si data and obtains curve graph.Root
According to the Q-S curve of vertical pressure resisting pile, it can be determined that go out each load-deformation stage of single pile vertical resistance pressure, this method is current
The most reliable method for obtaining single pile vertical resistance pressure bearing capacity, referred to as traditional static load test method.According to " architecture foundation pile inspection
Survey technology specification " (JGJ106-2014) 4.4.2 money regulation, according to pile head settlement S, the single pile vertical resistance pressure limit can be obtained and held
Carry power Qu.
Due to its huge heap loading system or anchoring pile is required to provide counter-force, biggish preloading space or anchoring pile is needed to set sky
Between, detection test can not be implemented in many occasions, for example stake of stake, slope in water etc. just can not be vertical using tradition
The detection of compressive load test method, and O-cell pile testing method can preferably solve the above problems.
But existing O-cell pile testing method bearing capacity calculation, according to " pile bearing capacity self-balancing approach measuring technology regulation,
DB45/T564-2009".The regulation does not consider that O-cell upper section stake is that stake bottom loads upwards, pushes load with the stake top of conventional piles
The overload of pile-end soil is acted on the contrary, pushing load without stake top, does not consider that the regulation of overload loss calculates so as to cause using
Method calculates gained O-cell pile testing method bearing capacity and is less than actual carrying capacity.
Summary of the invention
The purpose of the present invention is to provide the sides that a kind of improved O-cell test pile load conversion is vertical compression pile load
Method improves the bearing capacity calculation of existing compressive pile lower section stake, small to solve the bearing capacity calculated in above-mentioned background technique
In the actual carrying capacity the problem of.
To achieve the above object, the invention provides the following technical scheme: the O-cell test pile load conversion is vertical compression
The method of pile load the following steps are included:
S1: the definition of stake: stake is the rod piece being arranged in the soil body, can vertical, also tiltable, which, which can be, appoints
Meaning shape, for example, it is round, rectangular, solid, hollow, and the material for being different from the soil body can be used as the material of stake, common are
Armored concrete, steel etc., under normal circumstances, material of body of a pile intensity are greater than soil body material intensity, and the length of upper section stake is L,
Upper section stake sectional dimension is d；
S2: the downward Compressive Bearing Capacity of the upper section stake under i-stage load action: the downward Compressive Bearing Capacity of upper section stake is obtained
=λOn(QUpper i- W), λOnIt is the uplift force Q of upper section stakeUpper iBe converted to conversion coefficient (the pile bearing capacity self-balancing of downward Compressive Bearing Capacity
Method measuring technology regulation, DB45/T564-2009)；
S3: the downward Compressive Bearing Capacity of the lower section stake under i-stage load action: the i-stage load action of lower section stake is obtained
Under, downward Compressive Bearing Capacity=λUnder iQLower i, λUnder iIt is the lower pressure Q of lower section stakeLower iBe converted to the conversion system of downward Compressive Bearing Capacity
Number；
S4: the stake top vertical compression bearing capacity Q under i-stage load action is obtainedi:
Qi=λOn(QUpper i-W)+λUnder iQLower i, it is characterised in that: the lower pressure Q of lower section stakeLower iBe converted to downward Compressive Bearing Capacity
Conversion coefficient λUnder iCalculation method it is as follows:
Stake diameter is d (m), and the end resistance of stake subsoil is qpk(kPa), internal friction angle weighted average native around stake is ψ
(°), the long L (m) of upper section stake, upper section stake are self-possessed W (kN), O-cell pile testing method due to pushing load with the stake tops of conventional piles on the contrary,
There is no stake top to push load to act on the overload of pile-end soil, it should be included in upper section stake i-stage uplift force QUpper i(kN) overload caused by
Loss:
Upper section stake top from during, soil around pile occur shear displacemant transmitting, by the soil around pile of some range with it is upper
Section pile body moves up, so that the pile-end soil to lower section stake unloads again:
λ under i-stage load actionUnder i:
Preferably, in the step S1, when the section of stake is round, d is diameter；When the section of stake is rectangular, d is
Side length.
Preferably, in the step S2, cohesive soil, silt, gravelly soil λOn=1.25, sand λOn=1.43.
Compared with prior art, the beneficial effects of the present invention are: the invention can be included in overload loss caused by uplift force,
Traditional static load test is to apply downward load in stake top, which spreads downwards along certain angle, has overload to pile-end soil
Effect, O-cell pile testing method unload lower section stake soil around pile, reduce lower section stake stake due to adding towing force in upper section stake stake bottom application
Hold the end resistance of soil；It can be included in overload loss caused by soil body gravity dumping, O-cell pile testing method is due at upper section stake stake bottom
Apply uplift force, due to shear displacemant transmitting native around stake, when upper section stake pile body jacks up upwards, will drive certain model around stake
It encloses the interior soil body to move upwardly together, so as to cause the unloading effect of soil body self weight, equally lower section stake soil around pile is unloaded, is also reduced
The end resistance of lower section stake pile-end soil；During considering upper section stake pop-up, unloading native around lower section stake is acted on, is taken off
When having shown that upper section stake is held up, to the reduction effect of lower section stake end resistance, reduces effect and pass through λUnder iIt calculates, thus according to this
The closer traditional static load test method of the bearing capacity bearing capacity obtained that method obtains；Suitable for civil engineering meaning
All pile bodies；It further include pile body undetectable for the preparation method of the Q of traditional vertical pressure resisting pile, such as in water
Stake, the stake of slope, can obtain correct Q using method of the invention.
Detailed description of the invention
Fig. 1 is the method flow diagram that O-cell test pile load conversion of the invention is vertical compression pile load.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
Referring to Fig. 1, the present invention provides a kind of technical solution: the O-cell test pile load conversion is vertical compression pile load
Method the following steps are included:
S1: the definition of stake: stake is the rod piece being arranged in the soil body, can vertical, also tiltable, which, which can be, appoints
Meaning shape, for example, it is round, rectangular, solid, hollow, and the material of difference and the soil body can be used as the material of stake, common are
Armored concrete, steel etc., under normal circumstances, material of body of a pile intensity are greater than soil body material intensity, and the length of upper section stake is L,
Upper section stake sectional dimension is d；
S2: the downward Compressive Bearing Capacity of the upper section stake under i-stage load action: the downward Compressive Bearing Capacity of upper section stake is obtained
=λOn(QUpper i- W), λOnIt is the uplift force Q of upper section stakeUpper iBe converted to conversion coefficient (the pile bearing capacity self-balancing of downward Compressive Bearing Capacity
Method measuring technology regulation, DB45/T564-2009)；
S3: the downward Compressive Bearing Capacity of the lower section stake under i-stage load action: the i-stage load action of lower section stake is obtained
Under, downward Compressive Bearing Capacity=λUnder iQLower i, λUnder iIt is the lower pressure Q of lower section stakeLower iBe converted to the conversion system of downward Compressive Bearing Capacity
Number；
S4: the stake top vertical compression bearing capacity Q under i-stage load action is obtainedi:
Qi=λOn(QUpper i-W)+λUnder iQLower i, it is characterised in that: the lower pressure Q of lower section stakeLower iBe converted to downward Compressive Bearing Capacity
Conversion coefficient λUnder iCalculation method it is as follows:
Stake diameter is d (m), and the end resistance of stake subsoil is qpk(kPa), internal friction angle weighted average native around stake is ψ
(°), the long L (m) of upper section stake, upper section stake are self-possessed W (kN), O-cell pile testing method due to pushing load with the stake tops of conventional piles on the contrary,
There is no stake top to push load to act on the overload of pile-end soil, it should be included in upper section stake i-stage uplift force QUpper i(kN) overload caused by
Loss:
Upper section stake top from during, soil around pile occur shear displacemant transmitting, by the soil around pile of some range with it is upper
Section pile body moves up, so that the pile-end soil to lower section stake unloads again:
λ under i-stage load actionUnder i:
Wherein, in the step S1, when the section of stake is round, d is diameter；When the section of stake is rectangular, d is side
It is long, in the step S2, cohesive soil, silt, gravelly soil λOn=1.25, sand λOn=1.43.
Embodiment 1
A kind of O-cell test pile load conversion is the method for vertical compression pile load:
One, pile body l/d=30 used, stake diameter 500mm, the long 15m of stake, pile body weight are 70.7kN, act on cohesive soil,
So λOn=1.25, native internal friction angle is 15 ° around stake, and the end resistance of pile-end soil is 2000kPa.
Two, according to the bearing capacity change data of this method as shown in following table 1-1:
Table 1-1
Three, comparative experiments:
By after the load of O-cell method migration, the resulting conversion of embodiment 1 with conventionally resulting stake top
Vertical compression load compares and (selects the pile body with embodiment 1).
It is perpendicular with conventionally resulting stake top after the load of O-cell method migration, the resulting conversion of embodiment 1
Comparison (selecting the pile body with embodiment 1) to resistance to compression load, is shown in Table 1-2.
Table 1-2
Found out by table 1-2, the bearing capacity that the bearing capacity and traditional static load test that inventive method obtains obtain more closely,
Especially in last three-level load, height is fitted.Compared with traditional static load test, the bearing capacity precision of O-cell method conversion
The bearing capacity precision obtained significantly lower than inventive method.
Embodiment 2
A kind of O-cell test pile load conversion is the method for vertical compression pile load:
One, pile body l/d=60 used, stake diameter 500mm, the long 30m of stake, pile body weight are 141.3kN, act on stickiness
Soil, so λOn=1.25, native internal friction angle is 15 ° around stake, and the end resistance of pile-end soil is 2200kPa.
Two, according to the bearing capacity change data of this method as shown in following table 2-1:
Table 2-1
Three, comparative experiments:
By after the load of O-cell method migration, the resulting conversion of embodiment 2 with conventionally resulting stake top
Vertical compression load compares and (selects the pile body with embodiment 2).
It is perpendicular with conventionally resulting stake top after the load of O-cell method migration, the resulting conversion of embodiment 2
Comparison (selecting the pile body with embodiment 2) to resistance to compression load, is shown in Table 2-2.
Table 2-2
Found out by table 2-2, the bearing capacity that the bearing capacity and traditional static load test that inventive method obtains obtain more closely,
Especially in last three-level load, height is fitted.Compared with traditional static load test, the bearing capacity precision of O-cell method conversion
The bearing capacity precision obtained significantly lower than inventive method.
Embodiment 3
A kind of O-cell test pile load conversion is the method for vertical compression pile load:
One, pile body l/d=90 used, stake diameter 500mm, the long 45m of upper section stake, upper section pile body weight are 212.0kN, effect
In cohesive soil, so λOn=1.25, native internal friction angle is 15 ° around stake, and the end resistance of pile-end soil is 2500kPa.
Two, according to the bearing capacity change data of this method as shown in following table 3-1:
Table 3-1
Three, comparative experiments:
By after the load of O-cell method migration, the resulting conversion of embodiment 3 with conventionally resulting stake top
Vertical compression load compares and (selects the pile body with embodiment 3).
It is perpendicular with conventionally resulting stake top after the load of O-cell method migration, the resulting conversion of embodiment 3
Comparison (selecting the pile body with embodiment 3) to resistance to compression load, is shown in Table 3-2.
Table 3-2
Found out by table 3-2, the bearing capacity that the bearing capacity and traditional static load test that inventive method obtains obtain more closely,
Especially in last level Four load, height is fitted.Compared with traditional static load test, the bearing capacity precision of O-cell method conversion
The bearing capacity precision obtained significantly lower than inventive method.
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 (3)
1. a kind of method that O-cell test pile load conversion is vertical compression pile load, comprising the following steps:
S1: the definition of stake: stake is rod piece that is vertical in the soil body or being obliquely installed；The bar cross section is arbitrary shape, described any
Shape is circle or rectangular, and pile body is solid or hollow；To be different from the material of the soil body as the material of stake, the material of stake
For armored concrete or steel；Under normal circumstances, material of body of a pile intensity is greater than soil body material intensity, and the length of upper section stake is L,
Upper section stake sectional dimension is d；
S2: it is obtained according to pile bearing capacity self-balancing approach measuring technology regulation DB45/T564-2009 upper under i-stage load action
The downward Compressive Bearing Capacity of section stake: downward Compressive Bearing Capacity=λ of upper section stakeOn(QUpper i- W), λOnIt is the uplift force Q of upper section stakeUpper iTurn
It is changed to the conversion coefficient of downward Compressive Bearing Capacity；
S3: the downward Compressive Bearing Capacity of the lower section stake under i-stage load action is obtained: under the i-stage load action of lower section stake, to
Lower Compressive Bearing Capacity=λUnder iQLower i, λUnder iIt is the lower pressure Q of lower section stakeLower iBe converted to the conversion coefficient of downward Compressive Bearing Capacity；
S4: the stake top vertical compression bearing capacity Q under i-stage load action is obtainedi:
Qi=λOn(QUpper i-W)+λUnder iQLower i, it is characterised in that: the lower pressure Q of lower section stakeLower iBe converted to the conversion of downward Compressive Bearing Capacity
Coefficient lambdaUnder iCalculation method it is as follows:
Stake diameter is d (m), and the end resistance of stake subsoil is qpk(kPa), internal friction angle weighted average native around stake is ψ (°),
The long L (m) of upper section stake, upper section stake are self-possessed W (kN), and O-cell pile testing method is due to pushing load on the contrary, not having with the stake top of conventional piles
Stake top pushes load and acts on the overload of pile-end soil, it should be included in upper section stake i-stage uplift force QUpper i(kN) overload damage caused by
It loses:
Wherein, pi1It is upper section stake i-stage uplift force QUpper i(kN) overload loss caused by；
Upper section stake top is from during, and shear displacemant transmitting occurs for soil around pile, by the soil around pile of some range and upper section stake
Body moves up, so that the pile-end soil to lower section stake unloads again:
Wherein, pi2It is upper section stake i-stage uplift force QUpper i(kN) soil around pile caused by is moved up with upper section pile body, thus under
Section stake pile-end soil unload again caused by overload lose；
λ under i-stage load actionUnder i:
2. a kind of O-cell test pile load conversion according to claim 1 is the method for vertical compression pile load, feature
Be: in the step S1, when the section of stake is round, d is diameter；When the section of stake is rectangular, d is side length.
3. a kind of O-cell test pile load conversion according to claim 1 is the method for vertical compression pile load, feature
It is: in the step S2, cohesive soil, silt, gravelly soil λOn=1.25, sand λOn=1.43.
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| CN201610734141.5A CN106284441B (en) | 2016-08-26 | 2016-08-26 | A kind of O-cell test pile load conversion is the method for vertical compression pile load |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN87102786B (en) * | 1987-04-18 | 1988-12-28 | 黑龙江省建筑设计院新技术研究所 | Self-reaction testing method for pile with big diameter and deep piling |
| CN1896712A (en) * | 2006-06-14 | 2007-01-17 | 郭杨 | Planar loading testing method and tester for self-balanced deep foundation piles |
| CN101644064A (en) * | 2009-09-11 | 2010-02-10 | 浙江理工大学 | Method of obtaining Q-S curve of vertical pressure resisting pile |
| AU2012101235B4 (en) * | 2012-08-14 | 2013-04-18 | Patented Foundations Pty Ltd | Rapid load capacity test |
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