CN104153404A - Testing device and testing method of pile composite foundation combined with broken stone hardcore foundation - Google Patents
Testing device and testing method of pile composite foundation combined with broken stone hardcore foundation Download PDFInfo
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Abstract
The invention discloses a testing device and testing method of a pile composite foundation combined with a broken stone hardcore foundation. A seismostation full-model dynamic test focuses on researching the displacement, strain and acceleration changes of the foundation form under the action of horizontal dynamic loading, and the dynamic response, the failure mode and the shock absorption characteristic of the foundation form are analyzed and researched. The foundation form is researched by a PIV camera half-model static test in a macroscopic, microcosmic and multiscale mode, the displacement, strain and other responses of the foundation under the action of horizontal and vertical static loading are researched macroscopically, and the bearing mechanism and the failure mode of the foundation form are microcosmically analyzed in the aspect of the particle size according to particle displacement, rotation, the local porosity and other microcosmic parameters. The dynamic model test and the static model test are comprehensively applied, the bearing mechanism and the failure mode of the foundation form can be visually inspected, the shock absorption effect of the foundation form is effectively analyzed, the wider research of the academic world on the foundation form is promoted, and the foundation form can be applied to practical engineering as soon as possible.
Description
Technical field
The present invention relates to researching and analysing of structural damping antidetonation field, particularly a kind of pile composite foundation is in conjunction with experimental rig and the test method on hardcore bed basis.
Background technology
Bridge and Structural Engineering cost are high, and social function is huge, and its safety, durability are most important, and earthquake is the one of the main reasons of this type of structural deterioration.At present both at home and abroad the medium-and-large-sized bridge of research and structural seismic cushion technique are that a focus also faces many difficult points and needs to solve, along with bridge span and the building structure scale of construction increasing, also more responsive to seismic dither effect.Common antidetonation shock attenuation technology path is to improve bridge and architecture basics buried depth, increase structural element size rigidity, but such method had both improved cost has also brought a large amount of wastings of resources, just because of this, academic circles at present proposes a kind of novel base form, this base form has comprehensively adopted pile composite foundation and hardcore bed, by pile composite foundation, hardcore bed combines with laying foundation, utilize pile composite foundation to improve foundation bearing capacity, utilize hardcore bed to reduce horizontal earthquake shearing force, can under the condition that guarantees basic supporting capacity, improve basic anti-seismic performance.
In architectural design, pile composite foundation and hardcore bed also have application, but core object is to improve bearing capacity of foundation soil, replaces pile foundation to reduce cost, but not for Antiseismic building damping.Hardcore bed is because filler particle diameter is larger, smooth surface, can produce larger level to distortion, pile composite foundation can significantly improve bearing capacity of foundation soil and modulus of compressibility, the present invention is in conjunction with aforementioned novel foundation form, selective analysis pile composite foundation and hardcore bed are as validity and the carrying mechanism of foundation shock absorption measure, and expectation can be accelerated the progress of this kind of base form, are applied to early in the big-and-middle-sized bridge of China and structure.
As shown in Figure 1, the base form that the present invention studies is that pile composite foundation is in conjunction with hardcore bed basis, first need base position ground to carry out the excavation of certain depth, behind the place 1 of a bottom surface leveling of excavation formation, at this ground place, carry out pile composite foundation and process 2, foundation surface certain distance (being advisable with 1 times of stake footpath) is risen out in stake, ground lays the bed course 3 being fitted in by rubble and cobble thereon after finishing dealing with, cushion thickness is determined (with 1-3, being doubly advisable in stake footpath) according to concrete base form and environment, bed course area should be a bit larger tham pile composite foundation area, basis should be designed to caisson or back cover open caisson, basis 4 is placed on hardcore bed, can be on basis after completing a certain amount of sand 5 of backfill around, improve stability of foundation.Pile composite foundation can guarantee that foundation settlement and distortion meets design requirement, and hardcore bed level is minimum to rigidity, can greatly reduce earthquake horizontal shear force to the transmission of basis and superstructure under geological process, reduces earthquake sheet.
Summary of the invention
Goal of the invention: the object of the invention is in order to overcome the deficiencies in the prior art, the pile composite foundation of the means such as a kind of new integrated application is provided seismographic station full model dynamic test and the slow test of PIV shooting half model is in conjunction with experimental rig and the test method on hardcore bed basis.
Technical scheme: for solving the problems of the technologies described above, pile composite foundation provided by the invention comprises model casing in conjunction with the experimental rig on hardcore bed basis, reaction frame, charger, Rigid Pile model, displacement transducer, acceleration transducer, hardcore bed model, pile composite foundation model, strain meter, soil pressure sensor, sand and seismographic station, described model casing is arranged on seismographic station, described pile composite foundation model comprises the sand in model casing and embeds Model Pile wherein, described pile composite foundation model top is laid with hardcore bed model, above described hardcore bed model, Rigid Pile model is set, described Rigid Pile model top is disposed with carriage and charger, in described pile composite foundation model and hardcore bed model, be provided with soil pressure sensor, described Rigid Pile model end face is provided with displacement transducer, in described model pile body, be provided with strain meter, on described Rigid Pile model, be provided with acceleration transducer.
Further, get the half model separating along full model axis of symmetry, described axis of symmetry place is provided with transparent area, is provided with the digital camera of taking for PIV at the test flume outrigger perpendicular to transparent area axis.
Further, the pilespacing of described Model Pile is 4 ~ 5 times of stake footpaths, and described sand place Min layers is located in model casing, and the thickness of every layer of sand is less than 2 times of stake footpaths.
The present invention proposes to apply above-mentioned pile composite foundation in conjunction with the test method of the experimental rig on hardcore bed basis simultaneously, and seismographic station full model dynamic test wherein specifically comprises the following steps:
(1) sand layering is packed in model casing, for guaranteeing soil body homogeneous, every layer thickness is controlled in 2 times of stake footpaths, after compacting, continue to lay sand, while laying layer of sand to the predetermined degree of depth, need to lay earth pressure gauge at ad-hoc location, sand lays the Model Pile of inner side being posted after end to strain meter and inserts in sand and simulate pile composite foundation, pilespacing should be in left and right, 4 ~ 5 times of stake footpaths, the arrangement form of stake should be considered Rigid Pile mould shapes, the scope of laying out pile is greater than Rigid Pile model bottom surface size, and Model Pile stake top slightly exceeds sand surface;
(2) hardcore bed is laid on pile composite foundation top, and in test, with peastone sample preparation simulation, leveling hardcore bed is surperficial;
(3) set gradually Rigid Pile and charger, between cushion cap and charger, have slider disc, reduce under horizontal earthquake action effect of contraction between cushion cap and vertical loading device;
(4) on sand surface, settle displacement transducer to measure earth's surface distortion, on cushion cap and model casing, acceleration transducer is installed, respectively the displacement acceleration of rating model case and cushion cap;
(5) and level vertical to basis applies a constant load, moves seismographic station simultaneously, increases dynamic loading step by step until pressure cell data variation in accelerometer, pile strain and the soil body is measured and recorded in foundation failure in test;
(6) compare analysis with common open caisson, caisson or pile foundation form, study dynamic response, failure mode and the shock absorbing characteristics of this base form under seismic loading.
PIV shooting half model slow test wherein specifically comprises the following steps:
(1) sand layering is packed in model casing, for guaranteeing soil body homogeneous, every layer thickness is controlled in 2 times of stake footpaths, after compacting, continue to lay sand, while laying layer of sand to the predetermined degree of depth, need to lay earth pressure gauge at ad-hoc location, sand lays the Model Pile of inner side being posted after end to strain meter and inserts in sand and simulate pile composite foundation, pilespacing should be in left and right, 4 ~ 5 times of stake footpaths, the arrangement form of stake should be considered Rigid Pile mould shapes, the scope of laying out pile is greater than Rigid Pile model bottom surface size, Model Pile stake top slightly exceeds sand surface, compare with full model test, half model test king-pile be only full model half,
(2) hardcore bed is laid on pile composite foundation top, and in test, with peastone sample preparation simulation, leveling hardcore bed is surperficial;
(3) set gradually Rigid Pile and charger, between cushion cap and charger, have slider disc, reduce under horizontal Static behavior effect of contraction between cushion cap and vertical loading device;
(4) on sand surface, settle displacement transducer to measure earth's surface distortion;
(5) basis is applied to vertical and level to load, record pressure cell data variation in displacement meter, pile strain and the soil body, hierarchical loading is until foundation failure, after each loading, interval certain hour adopts the change in displacement of the stake of PIV camera, pile peripheral earth, Rigid Pile model, the displacement vector figure of rendering model;
(6) complete after above-mentioned test, adjust the parameters such as stake footpath, pilespacing, cushion thickness and carry out the grouping model test of control variables, process of the test as hereinbefore;
(7) experimental data of comparative analysis piles with different footpath, pilespacing, cushion thickness model testing, investigates carrying mechanism, failure mode and each the parameter impact on bearing capacity of basis under Static behavior.
Beneficial effect: the advantage of research method of the present invention is to have adopted seismographic station technology, can reflect dynamic response and the damping effect of studied base form under geological process truely and accurately; Another advantage of the present invention is to have adopted PIV shooting half model test technology, from macroscopic view, with thin sight is multiple dimensioned, this base form is studied, in macroscopic view Research foundation level to Vertical Static load action under the response such as displacement, strain, thin sight above from particle scale, according to the thin parameter of seeing such as particle displacement, rotation, local porosity, analyze carrying mechanism, the failure mode of this base form, can reflect macroforce characteristic and the thin Physical Mechanism of seeing of this base form ocular and clear.The present invention is that a frontier has been opened up in the research of structural seismic cushion technique aspect, for the application based theoretical of pile composite foundation in basis, instructs this kind of base form applying in Future Projects field.
Accompanying drawing explanation
Fig. 1 is that pile composite foundation that the present invention studies is in conjunction with the schematic diagram of hardcore bed base form;
Fig. 2 is the seismographic station full model dynamic test device schematic diagram of the embodiment of the present invention one;
Fig. 3 has adopted novel foundation and the common Rigid Pile basis acceleration amplification factor comparison in seismographic station test of pile composite foundation in conjunction with hardcore bed;
Fig. 4 is the seismographic station PIV shooting half model static test device schematic diagram of the embodiment of the present invention two;
Fig. 5 is that in Fig. 4, schematic diagram is thrust on half model slow test stake top.
The specific embodiment
Embodiment mono-:
As shown in Figure 2, the present embodiment adopts the seismographic station full model dynamic test device in conjunction with the base form of pile composite foundation and hardcore bed.This device comprises model casing 1, reaction frame 1, charger 2, Rigid Pile model 3, displacement transducer 4, acceleration transducer 5, hardcore bed model 6, pile composite foundation model 7, strain meter 7, soil pressure sensor 8, sand 9, seismographic station 10 etc., model casing 1 is upper opening casing, the in-built sand 9 of casing, in sand 9, squeeze into Model Pile 7 and form pile composite foundation, sand end face certain distance is risen out in Model Pile stake, after forming, lays pile composite foundation the bed course 6 of being intended by sand mo(u)ld thereon, bed course 6 arranges Rigid Pile 3 above, cushion cap is provided with charger 2, between cushion cap and charger, there is carriage, soil pressure sensor 8 is arranged in pile composite foundation and bed course, displacement transducer 4 is arranged on cushion cap end face, it is inner that strain meter is arranged on model pile body, acceleration transducer 5 is arranged on cushion cap and model casing, sensor parameters and quantity should guarantee the enough accuracy of model measurement, whole model casing is arranged on the enterprising action edge test in seismographic station.
Specifically implement by the following method:
(1) sand 9 layerings are packed in model casing 1, for guaranteeing soil body homogeneous, every layer thickness is controlled in 2 times of stake footpaths, after compacting, continue to lay sand, while laying layer of sand to the predetermined degree of depth, need to lay earth pressure gauge 8 at ad-hoc location, sand 9 lays the Model Pile 7 of inner side being posted after end to strain meter and inserts in sands and simulate pile composite foundation, pilespacing should be in left and right, 4 ~ 5 times of stake footpaths, the arrangement form of Model Pile 7 should be considered Rigid Pile 3 shapes, the scope of laying out pile is greater than Rigid Pile bottom surface size, and 7 tops of Model Pile slightly exceed sand surface;
(2) hardcore bed 6 is laid on pile composite foundation top, and in test, with peastone sample preparation simulation, leveling hardcore bed is surperficial;
(3) set gradually Rigid Pile 3 and charger 2, between cushion cap and vertical loading device, have slider disc, reduce under horizontal earthquake action effect of contraction between cushion cap and charger;
(4) on sand surface, settle displacement transducer 4 to measure earth's surface distortion, on cushion cap 3 and model casing 1, acceleration transducer 5 is installed, respectively the displacement acceleration of rating model case 1 and cushion cap 3;
(5) operation 2 pairs of bases of charger apply vertical and horizontal loading, move seismographic station 10 simultaneously, increase dynamic loading step by step until pressure cell data variation in accelerometer, pile strain and the soil body is measured and recorded in foundation failure in test;
(6) compare analysis with common open caisson, caisson or pile foundation form, study dynamic response, failure mode and the shock absorbing characteristics of this base form under seismic loading.
What Fig. 3 represented is the comparison of the common base form of seismographic station dynamic test mensuration and the earthquake acceleration amplification coefficient of novel foundation form, adopted as seen from the figure described research method and corresponding experimental rig herein, can show intuitively the difference of two kinds of base forms under geological process, the amplification of novel foundation earthquake acceleration is significantly less than common basis.
Embodiment bis-:
As shown in Figure 4, the present embodiment adopts PIV shooting half model static test device.Be with the main distinction of embodiment mono-: basic model only get full model test model half, and a facade of model testing container adopts transparent organic glass, organic glass sets up the camera 11 of taking for PIV outward, and test is without seismographic station and acceleration displacement meter.
The slow test of PIV shooting half model specifically comprises the following steps:
(1) sand 9 layerings are packed in model casing 1, for guaranteeing soil body homogeneous, every layer thickness is controlled in 2 times of stake footpaths, after compacting, continue to lay sand 9, while laying layer of sand to the predetermined degree of depth, need position of sound production earth pressure gauge 8 shown in the figure, sand lays the Model Pile 7 of inner side being posted after end to strain meter and inserts in sands and simulate pile composite foundation, pilespacing should be in left and right, 4 ~ 5 times of stake footpaths, the arrangement form of Model Pile 7 should be considered Rigid Pile shape and organic glass position, the scope of laying out pile is greater than Rigid Pile bottom surface size, 7 tops of Model Pile slightly exceed sand surface,
(2) hardcore bed 6 is laid on pile composite foundation top, in test, with peastone sample preparation simulation, flattens hardcore bed 6 surfaces;
(3) set gradually Rigid Pile 3 and charger 2, between cushion cap and vertical loading device, have slider disc, reduce under horizontal force effect of contraction between cushion cap and charger;
(4) on sand surface, settle displacement transducer 4 to measure earth's surface distortion;
(5) at model clay case organic glass one bogie side frame, establish the take pictures video camera 11 of use of PIV, the video camera optical axis is perpendicular to organic glass 10 planes.
(6) operation 2 pairs of bases of charger apply vertical and level to load, record pressure cell data variation in displacement meter, pile strain and the soil body, hierarchical loading is until foundation failure, after each loading, interval certain hour adopts the change in displacement that PIV camera 11 is taken stake 7, pile peripheral earth, Rigid Pile basis 3, the displacement vector figure of rendering model;
(7) comparative analysis experimental data, investigates carrying mechanism, the failure mode of basis under Static behavior.
(8) all sand Deformation schematic diagrames of stake while Figure 5 shows that PIV half model test, from figure, can intuitively find out displacement and the deformation rule of sand, combination model level to vertical comprehensive load effect under power-change in displacement can analyze its static(al) carrying mechanism.
The seismographic station full model dynamic test of integrated application embodiment mono-and two kinds of tests of the PIV of embodiment bis-shooting half model slow test, can reflect the macroforce characteristic of this base form ocular and clear and carefully see Physical Mechanism in conjunction with experimental data.Wherein dynamic response, failure mode and the shock absorbing characteristics of this base form analyzed and studied to this base form of seismographic station full model dynamic test primary study, in level to displacement, strain, acceleration change under dynamic load function.The slow test of PIV shooting half model is studied this base form with thin sight is multiple dimensioned from macroscopic view, in macroscopic view Research foundation level to Vertical Static load action under the response such as displacement, strain, thin sight above carefully seen parameter according to particle displacement, rotation, local porosity etc., analyzes carrying mechanism, the failure mode of this base form from particle scale.
It should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention, can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.In the present embodiment not clear and definite each ingredient all available prior art realized.
Claims (6)
1. a pile composite foundation is in conjunction with the experimental rig on hardcore bed basis, it is characterized in that: comprise model casing, reaction frame, charger, basic rigidity cushion cap model, displacement transducer, acceleration transducer, hardcore bed model, pile composite foundation model, strain meter, soil pressure sensor, sand and seismographic station, described model casing is arranged on seismographic station, described pile composite foundation model comprises the sand in model casing and embeds Model Pile wherein, described pile composite foundation model top is laid with hardcore bed model, basic rigidity cushion cap model is set above described hardcore bed model, described basic rigidity cushion cap model top is disposed with carriage and charger, in described pile composite foundation model and hardcore bed model, be provided with soil pressure sensor, described basic rigidity cushion cap model end face is provided with displacement transducer, in described model pile body, be provided with strain meter, on described basic rigidity cap mold molding box, be provided with acceleration transducer.
2. pile composite foundation according to claim 1 is in conjunction with the experimental rig on hardcore bed basis, it is characterized in that: get the half model separating along full model axis of symmetry, described axis of symmetry place is provided with transparent area, is provided with the digital camera of taking for PIV at the test flume outrigger perpendicular to transparent area axis.
3. pile composite foundation according to claim 1, in conjunction with the experimental rig on hardcore bed basis, is characterized in that: the pilespacing of described Model Pile is 4 ~ 5 times of stake footpaths, and described sand place Min layers is located in model casing, and the thickness of every layer of sand is less than 2 times of stake footpaths.
4. pile composite foundation according to claim 1, in conjunction with the experimental rig on hardcore bed basis, is characterized in that: the thickness of described hardcore bed model is 1 ~ 3 times of Model Pile stake footpath.
5. pile composite foundation, in conjunction with the test method on hardcore bed basis, is characterized in that comprising the following steps:
(1) sand layering is packed in model casing, horizontal positioned soil pressure sensor above after every lamination is real, then continue to lay sand, sand lays the Model Pile of inner side being posted after end to strain meter and inserts in sand and simulate pile composite foundation, and sand surface is risen out in Model Pile stake;
(2) hardcore bed is laid on pile composite foundation top, and in test, with peastone sample preparation simulation, leveling hardcore bed is surperficial;
(3) set gradually Rigid Pile and charger, between cushion cap and charger, have slider disc, reduce under horizontal earthquake action effect of contraction between cushion cap and vertical loading device;
(4) on sand surface, settle displacement transducer to measure earth's surface distortion, on cushion cap and model casing, acceleration transducer is installed, respectively the displacement acceleration of rating model case and cushion cap;
(5) basic model is applied to vertical and horizontal loading, move seismographic station simultaneously, increase dynamic loading step by step until pressure cell data variation in accelerometer, pile strain and the soil body is measured and recorded in foundation failure in test;
(6) compare analysis with common open caisson, caisson or pile foundation form, study dynamic response, failure mode and the shock absorbing characteristics of this base form under seismic loading.
6. pile composite foundation according to claim 5, in conjunction with the test method on hardcore bed basis, characterized by further comprising the slow test of PIV shooting half model, and concrete steps are as follows:
(1) sand layering is packed in half model test model casing, horizontal positioned soil pressure sensor above after every lamination is real, then continue to lay sand, sand lays the Model Pile of inner side being posted after end to strain meter and inserts in sand and simulate pile composite foundation, Model Pile stake top slightly exceeds sand surface, compare with full model test, half model test king-pile be only full model half;
(2) hardcore bed is laid on pile composite foundation top, and in test, with peastone sample preparation simulation, leveling hardcore bed is surperficial;
(3) set gradually Rigid Pile and charger, between cushion cap and charger, have slider disc, reduce under horizontal earthquake action effect of contraction between cushion cap and charger;
(4) on sand surface, settle displacement transducer to measure earth's surface distortion;
(5) to basis apply level to and vertical load, record pressure cell data variation in displacement meter, pile strain and the soil body, hierarchical loading is until foundation failure, after each loading, adopt the change in displacement of PIV camera Model Pile, stake surrounding soil, laying foundation, the displacement vector figure of rendering model;
(6) comparative analysis experimental data, investigates carrying mechanism, the failure mode of basis under Static behavior.
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| CN105064311A (en) * | 2015-08-06 | 2015-11-18 | 中国水利水电第六工程局有限公司 | Digital management and control system for foundation construction |
| CN105239610A (en) * | 2015-10-21 | 2016-01-13 | 华北水利水电大学 | Device capable of measuring limited filling pressure and displacement produced when retaining wall rotates around wall bottom |
| CN105756108A (en) * | 2016-05-10 | 2016-07-13 | 扬州大学 | Model box for testing vibration isolation performance of piled box foundations |
| CN105842094A (en) * | 2016-05-12 | 2016-08-10 | 扬州大学 | Pile box foundation level cyclic load shear deformation testing device |
| CN106226112A (en) * | 2016-09-21 | 2016-12-14 | 中南大学 | A kind of multi-functional reduced scale tunnel structure force model response characteristic laboratory test system and method |
| CN107064456A (en) * | 2017-03-10 | 2017-08-18 | 长沙理工大学 | Inclined slope pile pile-soil interaction partial model experimental rig |
| CN107121338A (en) * | 2017-06-21 | 2017-09-01 | 中冶沈勘工程技术有限公司 | A kind of variable cross-section CFG pile composite foundation static tests self-balancing combination unit and method |
| CN109162241A (en) * | 2018-09-03 | 2019-01-08 | 大连海洋大学 | A kind of long piled wharf model loading device and its loading method |
| CN110849747A (en) * | 2019-12-02 | 2020-02-28 | 中国铁路设计集团有限公司 | Railway roadbed active vibration reduction and isolation model test device and test method |
| CN112195987A (en) * | 2020-10-16 | 2021-01-08 | 东北大学 | Structural slab extension foundation stress failure test device |
| CN114264840A (en) * | 2021-11-16 | 2022-04-01 | 国能朔黄铁路发展有限责任公司 | Heavy haul railway track bed acceleration testing device and railway system |
| CN115450244A (en) * | 2022-08-30 | 2022-12-09 | 安徽工业大学 | Novel composite pile bridge anti-seismic foundation for soft soil area and construction method thereof |
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| CN105064311A (en) * | 2015-08-06 | 2015-11-18 | 中国水利水电第六工程局有限公司 | Digital management and control system for foundation construction |
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| CN105239610A (en) * | 2015-10-21 | 2016-01-13 | 华北水利水电大学 | Device capable of measuring limited filling pressure and displacement produced when retaining wall rotates around wall bottom |
| CN105756108A (en) * | 2016-05-10 | 2016-07-13 | 扬州大学 | Model box for testing vibration isolation performance of piled box foundations |
| CN105842094A (en) * | 2016-05-12 | 2016-08-10 | 扬州大学 | Pile box foundation level cyclic load shear deformation testing device |
| CN106226112A (en) * | 2016-09-21 | 2016-12-14 | 中南大学 | A kind of multi-functional reduced scale tunnel structure force model response characteristic laboratory test system and method |
| CN107064456A (en) * | 2017-03-10 | 2017-08-18 | 长沙理工大学 | Inclined slope pile pile-soil interaction partial model experimental rig |
| CN107121338A (en) * | 2017-06-21 | 2017-09-01 | 中冶沈勘工程技术有限公司 | A kind of variable cross-section CFG pile composite foundation static tests self-balancing combination unit and method |
| CN109162241A (en) * | 2018-09-03 | 2019-01-08 | 大连海洋大学 | A kind of long piled wharf model loading device and its loading method |
| CN110849747A (en) * | 2019-12-02 | 2020-02-28 | 中国铁路设计集团有限公司 | Railway roadbed active vibration reduction and isolation model test device and test method |
| CN112195987A (en) * | 2020-10-16 | 2021-01-08 | 东北大学 | Structural slab extension foundation stress failure test device |
| CN114264840A (en) * | 2021-11-16 | 2022-04-01 | 国能朔黄铁路发展有限责任公司 | Heavy haul railway track bed acceleration testing device and railway system |
| CN115450244A (en) * | 2022-08-30 | 2022-12-09 | 安徽工业大学 | Novel composite pile bridge anti-seismic foundation for soft soil area and construction method thereof |
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Application publication date: 20141119 |