CN110453730A - A method of detection ground ground static horizontal loading test - Google Patents
A method of detection ground ground static horizontal loading test Download PDFInfo
- Publication number
- CN110453730A CN110453730A CN201910554529.0A CN201910554529A CN110453730A CN 110453730 A CN110453730 A CN 110453730A CN 201910554529 A CN201910554529 A CN 201910554529A CN 110453730 A CN110453730 A CN 110453730A
- Authority
- CN
- China
- Prior art keywords
- test
- pile
- load
- ground
- stake
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Landscapes
- Engineering & Computer Science (AREA)
- 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)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a kind of methods for detecting ground ground static horizontal loading test, the following steps are included: according to the band of position different in ground ground to be detected and the mima type microrelief landforms of each band of position is combined to make more test piles, and test pile is numbered；Monitoring element is buried in test pile surrounding soil, and carries out on-the-spot test, and monitoring element includes horizontal direction Monitoring on Earth Pressure element before displacement at pile top monitoring instrument, pile body displacement monitoring element, pile body stress or strain monitoring element and the stake of stake side；The counter-force loading device of hydraulic test stake is set and carries out site operation；Load application is carried out to test pile by counter-force loading device and using maintained load test (ML-test) at a slow speed, the condition Ending Load load until test pile reaches capacity；The acquisition step data that 2. middle monitoring element is surveyed under an applied load calculate static horizontal loading test value, and the transmission of this method Data Detection is stablized, test process stability height, and detection effect is high.
Description
Technical field
The present invention relates to ground ground detection technique fields, and in particular to a kind of detection ground ground static horizontal loading test
Method.
Background technique
In current power transmission engineering steel tower Pile Foundations Design, one of important design parameter-ground ground static horizontal loading test
Proportionality coefficient m value, it is general referring to local experience and related specifications recommendation, but these numerical value are both from flat place single pile water
The data that flat static test is accumulated are directly used in steep side slope electric power pylon pile foundation level power and calculate and be not suitable for, peace
Whole step, adaptability and economy etc. can not effectively be analyzed and evaluated, and construction in later period operation referential is low.
Summary of the invention
The purpose of the present invention is to provide a kind of methods for detecting ground ground static horizontal loading test, to solve existing ground
Ground static horizontal loading test is the problem of specification recommendation is not applied for steep side slope performance evaluation evaluation.
The technical scheme to solve the above technical problems is that a kind of side for detecting ground ground static horizontal loading test
Method, comprising the following steps:
Step is 1.: according to the band of position different in ground ground to be detected and combining the mima type microrelief of each band of position
Landforms make more test piles, and test pile is numbered；
Step is 2.: burying monitoring element in test pile surrounding soil, and carries out on-the-spot test, monitoring element includes stake top
Horizontal direction soil pressure before displacement monitoring instrument, pile body displacement monitoring element, pile body stress or strain monitoring element and the stake of stake side
Monitoring element；
Step is 3.: the counter-force loading device of setting hydraulic test stake simultaneously carries out site operation；
Step is 4.: passes through counter-force loading device and load application carried out to test pile using maintained load test (ML-test) at a slow speed, until
Test pile reach capacity condition Ending Load load；
Step is 5.: under 4. load that step is applied acquisition step 2. in the data surveyed of monitoring element, calculate horizontal
Resistance coefficient value.
Further, step 2. in bury displacement at pile top monitoring instrument the following steps are included: test pile two sides side wall and
Bottom wall is mounted respectively to few two wide range digital display displacement meters, installs an at least wide range digital display displacement in the top of test pile
Meter.
Further, step 2. in bury pile body displacement monitoring element the following steps are included: test pile body displacement monitoring element
By symmetrically binding on steel reinforcement cage, the inclinometer pipe being located on pile body bending neutral surface is detected, every test pile is laid
No less than two inclinometer pipes carry out acquisition, storage and the reading of data when test by digital deviational survey acquisition instrument.
Further, step 2. in bury pile body stress or strain monitoring element the following steps are included: the monitoring element uses
Reinforcing rib meter is monitored by the reinforcing rib meter being arranged symmetrically in the tension and compression main reinforcement far from neutral axis, in pile body maximum
Moment of flexure depth areas increases the pre-buried quantity of reinforcing rib meter, to encrypt test section.
Further, step 2. in bury stake side stake before horizontal direction Monitoring on Earth Pressure element the following steps are included: the monitoring
Element uses soil pressure against piles box, and the artificial reserving hole on test pile wall is dug to original state crushed stone soil layer；And pass through caking property
Strong kaolin fills and leads up gravelly soil in hole, then places soil pressure cell and carries out fixation.
Further, 4. middle counter-force loading device uses default counter force wall to provide horizontal reacting force, the embedded depth of counter force wall to step
Degree is high 1/3 of wall, and the rear portion backfill of counter force wall is handled by compacting.
Further, step 5. in by maintained load test (ML-test) loaded load at a slow speed when, comprising the following steps:
(1) load classification: 10 grades are divided by single pile horizontal limeit load is estimated, is tested by every grade of load；
(2) settlement observation: often plus level-one load, a data is respectively recorded by 5min, 10min, 15min, 30min, after
Per half an hour record is primary；Every grade load after, when one is small in settling amount be less than 0.1mm, then have reached it is relatively stable,
Next stage load can be loaded；Stake body fractures or counterforce structure occurs destroying or when horizontal loading apparatus reaches capacity when testing,
Ending Load applies.
Further, 6. middle static horizontal loading test m is calculated by the following formula step:
In formula: m --- the proportionality coefficient (kN/m of foundation soil horizontal soil resistance coefficient4)；
νy--- Horizontal Displacement coefficient,
H --- act on the horizontal force (kN) on ground；
Y0--- the horizontal displacement (m) of horizontal force action point；
EI --- pile body bending stiffness (kNm2)；Wherein E is pile shaft material elasticity modulus,
I is pile body second moment of area of tranformed section；
b0--- pile body calculates width (m)；For round stake: as stake diameter D≤1m,
b0=0.9 (1.5D+0.5).
The invention has the following advantages: a kind of side for detecting ground ground static horizontal loading test provided by the present invention
Method before the test carries out each monitoring element by carrying out multiple spot authentic experiments to steep side slope different terrain landforms respectively
Test guarantees the transmission data that monitoring element can be reliable and stable, according to multispots trial result to the horizontal resist forces system of Foundation Rock Mass
Number is respectively calculated, and improves detection effect, and tests process stability height, between authentic and valid reflection test pile and test pile
Earth stress state squeezes deformation；By maintained load test (ML-test) at a slow speed, load application is carried out step by step, effectively to test pile internal force with depth
Degree changing rule, the displacement of test stake body carry out detection point with change in depth rule with change in depth rule and resistance to shear of soil
Analysis, provides reliable reference standard for the operation of steep side slope later period.
Specific embodiment
The principles and features of the present invention are described below, and the given examples are served only to explain the present invention, is not intended to limit
Determine the scope of the present invention.
A method of detection ground ground static horizontal loading test, comprising the following steps:
Step is 1.: according to the band of position different in ground ground to be detected and combining the mima type microrelief of each band of position
Landforms make more test piles, and test pile is numbered.The test pile uses excavated by manual work bored concrete pile, and design stake diameter is Ф
1000mm, pile body main reinforcement use the elongated configuration of HRB400 reinforcing bar of 30 28mm, concrete strength of pile C25.The excavated by manual work
Hole pouring pile should reach the intensity not less than 70% in progress Pile Integrity Testing, and be not less than 15MPa.
Step is 2.: burying monitoring element in test pile surrounding soil, and carries out on-the-spot test, monitoring element includes stake top
Horizontal direction soil pressure before displacement monitoring instrument, pile body displacement monitoring element, pile body stress or strain monitoring element and the stake of stake side
Monitoring element.After monitoring element is embedded, the pre-buried monitoring element exposed parts setting protective cover of every test pile is protected,
And it is for statistical analysis to the pre-buried monitoring element performance test of progress and survival rate before test.
It is specific using different set-up modes when being configured to different monitoring elements: embedded displacement at pile top monitoring
Instrument is the following steps are included: install at least two wide range digital displays in the test pile two sides of horizontal force action plane and intermediate position
Displacement meter installs an at least wide range digital display displacement meter above test pile horizontal force action plane, and ensures displacement measurement
Datum mark the influence that is not put to the test with other factors is set.Pile body displacement monitoring element is buried the following steps are included: test pile
Body displacement monitoring element detects the inclinometer pipe being located on pile body bending neutral surface by symmetrically binding on steel reinforcement cage,
Every test pile, which is laid, is no less than two inclinometer pipes, carries out the acquisition of data by digital deviational survey acquisition instrument when test, deposits
Storage and reading.Embedded pile body stress or strain monitoring element are the following steps are included: the monitoring element uses reinforcing rib meter, by symmetrical
The reinforcing rib meter being arranged in the tension and compression main reinforcement far from neutral axis is monitored, and is increased in pile body maximal bending moment depth areas
The pre-buried quantity of reinforcing rib meter, to encrypt test section.Before embedded stake side stake horizontal direction Monitoring on Earth Pressure element include with
Lower step: the monitoring element uses soil pressure against piles box, and the artificial reserving hole on test pile wall is dug to original state gravelly soil
Layer；And gravelly soil in hole is filled and led up by caking property strong kaolin, then place soil pressure cell and carries out fixation.It installs
Afterwards until the preceding half an hour of casting concrete, the test of one of whole monitoring element is also carried out, is ensuring monitoring element whole
Pouring for concrete is carried out after intact.
Step is 3.: the counter-force loading device of setting hydraulic test stake simultaneously carries out site operation.The counter-force loading device uses
Counter force wall provides horizontal reacting force, and for the stabilization for ensuring counter force wall, the depth of burying is about high 1/3 of wall, the backfill at counter force wall rear portion
Soil is handled by compacting, it is ensured that counterforce device is effectively run in loading test, and the bearing capacity and rigidity of counterforce structure are big
1.2 times of ultimate load are estimated in test pile, and is spaced setting between counter force wall and test pile.Horizontal reacting force is by using one
The contact surface of the hydraulic jack application horizontal force of 200T or two 200T, test pile and jack is processed in pile foundation construction
At plane, to guarantee that jack level of force passes through pile body axis.Load measurement is using the pressure for being parallel to jack oil circuit
Table measures oil pressure, and according to jack rating curve conversion load.Exposure level face in power and the about 50cm more than the plane
Pile body two sides one or three wide range digital display displacement meters are respectively installed, for measuring the horizontal displacement of pile crown.
Step is 4.: passes through counter-force loading device and load application carried out to test pile using maintained load test (ML-test) at a slow speed, until
Test pile reach capacity condition Ending Load load.Maintained load test (ML-test), i.e. multistage loadings, every grade of load reach relatively steady at a slow speed for this
Add next stage load after fixed, terminates loading environment until test proceeds to satisfaction specification, then classification off-load to zero.Specific packet
It includes: (1) load classification: being divided into 10 grades by single pile horizontal limeit load is estimated, tested by every grade of load；
(2) settlement observation: often plus level-one load, a data is respectively recorded by 5min, 10min, 15min, 30min, after
Per half an hour record is primary；Every grade load after, when one is small in settling amount be less than 0.1mm, then have reached it is relatively stable,
Next stage load can be loaded；When reaching following situations Ending Load apply: pile body fractures, pile body horizontal displacement be more than 100mm,
Under constant load effect, pile body horizontal displacement be increased dramatically, and rate of displacement is gradually accelerated or destroying occurs in counterforce structure or water
Flat loading device reaches limit pole, can not continue to test.Then Ending Load applies.
Step is 5.: under 4. load that step is applied acquisition step 2. in the data surveyed of monitoring element, calculate horizontal
Resistance coefficient value.Calculate the formula of static horizontal loading test m are as follows:
In formula: m --- the proportionality coefficient (kN/m of foundation soil horizontal soil resistance coefficient4)；
νy--- Horizontal Displacement coefficient,
H --- act on the horizontal force (kN) on ground；
Y0--- the horizontal displacement (m) of horizontal force action point；
EI --- pile body bending stiffness (kNm2)；Wherein E is pile shaft material elasticity modulus,
I is pile body second moment of area of tranformed section；
b0--- pile body calculates width (m)；For round stake: as stake diameter D≤1m,
b0=0.9 (1.5D+0.5).
The ground ground static horizontal loading test at side slope mountain terrain can be realized by surveyed numerical value and formula scales
Detection.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (8)
1. a kind of method for detecting ground ground static horizontal loading test, which comprises the following steps:
Step is 1.: according to the band of position different in ground ground to be detected and combining the mima type microrelief landforms of each band of position
More test piles are made, and test pile is numbered；
Step is 2.: burying monitoring element in test pile surrounding soil, and carries out on-the-spot test, monitoring element includes displacement at pile top
Horizontal direction Monitoring on Earth Pressure before monitoring instrument, pile body displacement monitoring element, pile body stress or strain monitoring element and the stake of stake side
Element；
Step is 3.: the counter-force loading device of setting hydraulic test stake simultaneously carries out site operation；
Step is 4.: passing through counter-force loading device and carries out load application to test pile using maintained load test (ML-test) at a slow speed, until test
Stake reach capacity condition Ending Load load；
Step is 5.: under 4. load that step is applied acquisition step 2. in the data surveyed of monitoring element, calculate horizontal resist forces
Coefficient value.
2. a kind of method for detecting ground ground static horizontal loading test according to claim 1, which is characterized in that step is 2.
In bury displacement at pile top monitoring instrument the following steps are included: test pile two sides side wall and bottom wall be mounted respectively to it is few two big
Range digital display displacement meter installs an at least wide range digital display displacement meter in the top of test pile.
3. a kind of method for detecting ground ground static horizontal loading test according to claim 1, which is characterized in that step is 2.
In bury pile body displacement monitoring element the following steps are included: test pile body displacement monitoring element is by symmetrically binding in steel reinforcement cage
On, the inclinometer pipe being located on pile body bending neutral surface is detected, every test pile, which is laid, is no less than two inclinometer pipes, test
When by digital deviational survey acquisition instrument carry out data acquisition, storage and reading.
4. a kind of method for detecting ground ground static horizontal loading test according to any one of claims 1 to 3, feature exist
In, step 2. in bury pile body stress or strain monitoring element the following steps are included: the detecting element uses reinforcing rib meter, by right
The reinforcing rib meter being arranged in tension and compression main reinforcement far from neutral axis is claimed to be monitored, in test stake body maximal bending moment depth
Region increases the pre-buried quantity of reinforcing rib meter, to encrypt test section.
5. a kind of method for detecting ground ground static horizontal loading test according to claim 4, which is characterized in that step is 2.
In bury stake side stake before horizontal direction Monitoring on Earth Pressure element the following steps are included: the detecting element use soil pressure against piles box,
The artificial reserving hole on test pile wall, digs to original state crushed stone soil layer；And by the strong kaolin of caking property rubble in hole
Soil is filled and led up, and is then placed soil pressure cell and is carried out fixation.
6. a kind of method for detecting ground ground static horizontal loading test according to claim 5, which is characterized in that step is 4.
Middle counter-force loading device provides horizontal reacting force using default counter force wall, and the depth of burying of counter force wall is high 1/3 of wall, and counter force wall
Rear portion backfill pass through compacting handle.
7. a kind of method for detecting ground ground static horizontal loading test according to claim 5, which is characterized in that step is 5.
In by maintained load test (ML-test) loaded load at a slow speed when, comprising the following steps:
(1) load classification: 10 grades are divided by single pile horizontal limeit load is estimated, is tested by every grade of load；
(2) settlement observation: often plus level-one load, a data is respectively recorded by 5min, 10min, 15min, 30min, later per half
A hour record is primary；After every grade of load, when one is small in settling amount be less than 0.1mm, then have reached relatively stable, can add
Carry next stage load；When testing, stake body fractures or counterforce structure occurs destroying or when horizontal loading apparatus reaches capacity, terminates
Load applies.
8. a kind of method for detecting ground ground static horizontal loading test according to claim 5, which is characterized in that step is 6.
Middle static horizontal loading test m is calculated by the following formula:
In formula: m --- the proportionality coefficient (kN/m of foundation soil horizontal soil resistance coefficient4)；
νy--- Horizontal Displacement coefficient,
H --- act on the horizontal force (kN) on ground；
Y0--- the horizontal displacement (m) of horizontal force action point；
EI --- pile body bending stiffness (kNm2)；Wherein E is pile shaft material elasticity modulus,
I is pile body second moment of area of tranformed section；
b0--- pile body calculates width (m)；For round stake: as stake diameter D≤1m,
b0=0.9 (1.5D+0.5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910554529.0A CN110453730A (en) | 2019-06-25 | 2019-06-25 | A method of detection ground ground static horizontal loading test |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910554529.0A CN110453730A (en) | 2019-06-25 | 2019-06-25 | A method of detection ground ground static horizontal loading test |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110453730A true CN110453730A (en) | 2019-11-15 |
Family
ID=68480871
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910554529.0A Pending CN110453730A (en) | 2019-06-25 | 2019-06-25 | A method of detection ground ground static horizontal loading test |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110453730A (en) |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087677A (en) * | 2010-12-24 | 2011-06-08 | 东南大学 | Method for solving solution of elastic foundation beams and for back analysis of value m |
-
2019
- 2019-06-25 CN CN201910554529.0A patent/CN110453730A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087677A (en) * | 2010-12-24 | 2011-06-08 | 东南大学 | Method for solving solution of elastic foundation beams and for back analysis of value m |
Non-Patent Citations (3)
| Title |
|---|
| 喻豪俊等: "斜坡碎石土地基水平抗力系数研究", 《岩土力学》 * |
| 张思军等: "《挤扩支盘桩技术应用研究 以河南南阳、平顶山等火力发电工程桩基础试验资料为例》", 30 November 2008, 河海大学出版社 * |
| 陈继彬等: "碎石土斜坡土体水平抗力分布规律研究", 《工程地质学报》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Sloan | Column-supported embankments: full-scale tests and design recommendations | |
| Haque et al. | Field investigation to evaluate the effects of pile installation sequence on pile setup behavior for instrumented test piles | |
| Weech et al. | Helical piles in soft sensitive soils–a field study of disturbance effects on pile capacity | |
| CN110130422A (en) | A kind of construction method of unit for single-pile vertical anti-pulling static test equipment | |
| Gebremariam et al. | Evaluation of required connection load in GRS-IBS structures under service loads | |
| Khansari et al. | Load transfer and deformation of geogrid-reinforced piled embankments: field measurement | |
| Rowe et al. | The observed behaviour of a geotextile-reinforced embankment constructed on peat | |
| Serridge et al. | A review of field trials investigating the performance of partial depth vibro stone columns in a deep soft clay deposit | |
| CN110453730A (en) | A method of detection ground ground static horizontal loading test | |
| Jiang et al. | Field monitoring of mechanically stabilized earth walls to investigate secondary reinforcement effects. | |
| Tappenden et al. | Load transfer behavior of full-scale instrumented screw anchors | |
| Wood et al. | Instrumentation and monitoring of an MSE/soil nail hybrid retaining wall | |
| Morgan | The influence of variation in effective stress on the serviceability of soil nailed slopes | |
| Zacarin et al. | Seasonal variation of the shaft resistance of CFA piles in unsaturated soil: a case study | |
| Haberfield | Practical experience with piled raft design for tall buildings | |
| Liu et al. | Geogrid reinforced clay slopes in a test embankment | |
| Drbe et al. | Long-term monitoring of drag force on integral abutment piles: Instrumentation and data analysis | |
| CN110195446A (en) | A kind of unit for single-pile vertical anti-pulling static test equipment | |
| Christopher et al. | Pl/10 Instrumentation for a 12.6 m high geotextile-reinforced wall | |
| Tarawneh et al. | Estimated and measured settlements of shallow foundation supporting bridge substructure | |
| Bartz et al. | Capacity of piles subject to downdrag: a comparison of North American bridge design codes and observations from a full-scale test pile program | |
| Yoo et al. | Instrumentation of anchored segmental retaining wall | |
| Dasenbrock et al. | Evolution of the Dragload Behavior during Construction of Four H-Piles with Different Top Load and End Fixity Conditions at a Bridge Abutment with Embankment Fill | |
| Holman et al. | Load development in soil nails from a strain-gauge instrumented wall | |
| Hasan et al. | In-Peat Geomechanical Monitoring Method under Actual Road Embankment |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20191115 |