CN105155593A - Deformation-visible pile foundation model test loading box - Google Patents
Deformation-visible pile foundation model test loading box Download PDFInfo
- Publication number
- CN105155593A CN105155593A CN201510400477.3A CN201510400477A CN105155593A CN 105155593 A CN105155593 A CN 105155593A CN 201510400477 A CN201510400477 A CN 201510400477A CN 105155593 A CN105155593 A CN 105155593A
- Authority
- CN
- China
- Prior art keywords
- pile
- model
- foundation
- box
- foundation pile
- 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
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a deformation-visible pile foundation model test loading box. The loading box comprises a model box formed by welding equilateral angle steel; a bottom plate of the model box is formed by welding box iron in a crossed mode; the box iron in the four directions in the center of the bottom plate extends outwards to connect a vertical foundation pile loading device; clay is arranged inside the model box; a transverse foundation pile loading device and the vertical foundation pile loading device are arranged on the model box. The pile foundation model test loading box has the beneficial effects that the periphery of a foundation pile inside the box is filled with the clay, and when medium around a pile body is driven by the pile body to deform, the deformation development and failure morphology of the clay can be observed through glass. By means of the model box, the mutual action between the pile and the clay when the foundation pile is deformed in the vertical direction can be reflected visually, and accordingly the failure mode of the clay around the pile can be analyzed. Meanwhile, the transverse foundation pile loading device is further arranged, and by means of the combined utilization of the transverse foundation pile loading device and the vertical foundation pile loading device, the deformation of the foundation pile under the action of bi-directional load in the vertical direction and in the horizontal direction can be researched. The model box is applicable to all foundation pile vertical load tests with symmetric cross section shapes and symmetric deformation.
Description
Technical field
The invention belongs to technical field of civil engineering, relate to and be a kind ofly out of shape visual pile foundation model testing and load case.
Background technology
Because the prototype test of pile foundation need spend a large amount of manpowers, the restriction of material resources and time or other factors cannot realize, in addition the particularity of non-uniform pile form of structure, its bearer properties, pile-soil interaction and deformation characteristic more more complex than general straight stake, it is not only by soil around pile properties influence, more by the variable cross-section position of stake, the form of structure parameter influence of the stakes such as variable cross-section ratio, the mechanical behavior of GPRS non-uniform pile is extremely difficult especially, prototype test is difficult to comprehensively and clearly reflect the complete job proterties of non-uniform pile and the deformation failure situation of pile peripheral earth.
Summary of the invention
The object of this invention is to provide and be a kind ofly out of shape visual pile foundation model testing and load case, can observe the deformation and failure situation of the soil body in the process of test, intensity is high.
The technical solution adopted in the present invention is, be out of shape visual pile foundation model testing and load case, comprise the model casing be welded by equal leg angle, the base plate of model casing is channel-section steel right-angled intersection welding, in the middle of base plate the channel-section steel of four direction respectively to overhanging in order to connect foundation pile vertical loading device, in model casing, clay is set; Model casing is provided with foundation pile horizontal charger, foundation pile vertical loading device.
Further, foundation pile vertical loading device comprises lever, lever is positioned at model casing top, one end of lever is articulated with on column, and the bottom of column and model casing base plate are fixed to overhanging channel-section steel bolt, lever is provided with adjustable height and loads post, the lower end that adjustable height loads post vertically arranges billet, arrange Model Pile under billet, the other end of lever is provided with loading equipemtn, and Model Pile is arranged in model casing near in the middle part of model casing inwall.
Further, foil gauge is pasted in Model Pile side, and smear skim epoxide-resin glue at the patch sites place of pasting foil gauge, foil gauge is connected with strain testing instrument by wire.
Further, the horizontal charger of foundation pile comprises steel strand, steel strand one end is fixed in the Model Pile on Model Pile and clay interface top, steel strand other end level draw and by fixed pulley transfer to vertical and under, the end of steel strand is provided with counterweight, dial gage is set at Model Pile tip position.
Further, four side thickness setting of model casing are the transparent toughened glass of 15mm, and the external surface of transparent toughened glass arranges transparent smooth glass-film.
The invention has the beneficial effects as follows: this model casing adopts large rigidity shaped steel to form skeleton, four sides arranges the thick tempered glass of 15mm, according to the symmetry that symmetry and the foundation pile of foundation pile self structure are out of shape under vertical uniform load q, half can be adopted during test and carry out horizontal plan, glass surface is adjacent to by half, suitably smear intellectual circle, to reduce the frictional resistance of stake and glass.During test, banket around foundation pile in case, when pile body drives ambient medium distortion, development and the damage-form of soil deformation can be observed through glass.The interaction of stake soil when this model casing can manifest foundation pile generation vertical deformation intuitively, and then analyze the failure mode of pile peripheral earth.This model is also configured with the horizontal charger of foundation pile simultaneously, by the conbined usage with vertical loading device, can study foundation pile and be out of shape under bidirectional load effect in vertical and level.This model casing is applicable to the foundation pile vertical load test that all cross sectional shapes are symmetrical and distortion is symmetrical.
Accompanying drawing explanation
Fig. 1 is the structural representation that the present invention loads that case possesses the horizontal charger of foundation pile.
Fig. 2 is the structural representation that the present invention loads that case possesses foundation pile vertical loading device.
Fig. 3 is the structural representation of model casing in the present invention.
Fig. 4 is the arrangement diagram of Model Pile in the present invention.
Fig. 5 is the three-dimensional structure schematic diagram that model casing possesses foundation pile vertical loading device.
Fig. 6 is the three-dimensional structure schematic diagram that model casing possesses the horizontal charger of foundation pile.
In figure, 1. tempered glass, 2. clay, 3. counterweight, 4. steel strand, 5. fixed pulley, 6. dial gage, 7. model casing, 8. Model Pile, 9. lever, 10. column, 11. adjustable heights load post, 12. loading equipemtns, 13. billets.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is described in detail.
The present invention is a kind of is out of shape visual pile foundation model testing loading case, structure as shown in figures 1 to 6, comprise the model casing 7 be welded by equal leg angle, the base plate of model casing 7 is channel-section steel right-angled intersection welding, as shown in Figure 3, in the middle of base plate the channel-section steel of four direction respectively to overhanging in order to connect foundation pile vertical loading device.Four side thickness setting of model casing 7 are the transparent high-strength armoured-glass 1 of 15mm, and the external surface of tempered glass arranges transparent smooth glass-film, to observe the deformation and failure situation of the soil body in the process of test.Clay 2 is set in model casing 7.
Model casing 1 is provided with foundation pile horizontal charger, foundation pile vertical loading device.
Wherein, foundation pile vertical loading device adopts lever principle, as shown in Fig. 2,5, foundation pile vertical loading device comprises lever 9, and lever 9 is positioned at model casing 7 top, one end of lever 9 is articulated with on column 10, bottom and model casing 7 base plate of column 10 are fixed to overhanging channel-section steel bolt, and lever 9 is provided with adjustable height and loads post 11, the lower end that adjustable height loads post 11 vertically arranges on billet 13, billet 13 is positioned in Model Pile 8, and the other end of lever 9 is provided with loading equipemtn 12.Adjustable height loads post 11 and acts on billet 13, reaches the effect applying vertical load, and eliminates stress concentration phenomenon when stake top loads, and loading equipemtn 12 carries out multistage loadings.Model Pile 8 is arranged in model casing 7 near in the middle part of model casing 7 inwall.As shown in Figure 4.Foil gauge is pasted in Model Pile 8 side.Skim epoxide-resin glue is smeared as the damp proof insulation bottom pasting foil gauge at the patch sites place of pasting foil gauge.Foil gauge is connected with strain testing instrument by wire.
The horizontal charger of foundation pile, as a shown in Figure 6, comprise steel strand 4, steel strand 4 one end is fixed on Model Pile 8 with in the Model Pile 8 on clay 2 interface top, steel strand 4 other end level draw and by fixed pulley 5 transfer to vertical and under, the end of steel strand 4 is provided with counterweight 3, dial gage 6 is set at Model Pile 8 tip position.
Utilize the visual pile foundation model testing of distortion to load case and can carry out vertical or level to load test to Model Pile 8, test pile to deformation character under load action, intuitively can find out the deformation failure models of pile peripheral earth in vertical or level simultaneously.
Model Pile manufacturing process is as follows:
1, the foundation pile type simulated as required, makes half model.
2, foil gauge is pasted in Model Pile side.
Method and step:
(1) selection of foil gauge and inspection, after determining adopted foil gauge type, whether parallel and whether have rust spot or mildew with the wire grid on magnifying glass or macrography foil gauge, and adopt the resistance value of digimer monitor strain sheet, select the foil gauge of resistance value error within the scope of ± 0.5 Ω for subsequent use for pasting;
(2) cleaning at pile body measuring point place: for making foil gauge obtain firmly at Model Pile surface mount, must carry out cleaning before stickup foil gauge.First with sand paper or file polishing measuring point surface, make measuring point surface as far as possible smooth and bright and clean.Then with the greasy dirt on cotton ball wiping pile body surface having dipped in acetone, until cotton ball is not black, then the location coordinate line of foil gauge is marked at measuring point place scriber.If temporarily not be used in the pile body of having polished to paste foil gauge on the surface, vaseline can be coated in case oxidation.In addition, the damp proof insulation bottom of skim epoxide-resin glue as foil gauge should be smeared at patch sites place.
(3) foil gauge is pasted: intending the pile body section of paster, smear skim 502 glue, pinch the lead-out wire of foil gauge and the axis of foil gauge is aimed at the graphed lines of point position, then polyethylene plastic film is covered with interlayer, in order to extrude the steam bubble below unnecessary glue and foil gauge, on the plastic film along the length direction finger roll extrusion of foil gauge, till foil gauge and pile body intimate surface bond, more also maintenance about about 2 minutes is motionless tightly to pin foil gauge with finger.Finally raise plastic sheeting gently, and check foil gauge with or without warpage, come unstuck or occur the phenomenons such as bubble, if there is above-mentioned phenomenon, again should paste foil gauge.In taping process, should notice that cementing agent can not be used very few or too much, glue uses and glue-line too much can be made too thick thus test performance affect foil gauge, and glue used, and I haven't seen you for ages makes foil gauge bonding loosely down to not transmitting pile strain exactly.
4. the drying process after strain gauge adhesion: the strain meter pasted should have enough adhesion stresss with ensure its can with pile body common eigenvector.In addition, between pile body surface and foil gauge, certain insulativity should be had, to ensure the stable of strain testing reading.Therefore, drying process will be carried out in time after strain gauge adhesion well, artificial seasoning or natural drying can be taked.If the temperature in test room more than 20 DEG C and relative humidity about 50% time, can natural drying be adopted.When adopt hair dryer carry out Heat artificially dry time, should suitable command range ensure that the temperature of foil gauge can not exceed the maximum operating temperature of its restriction, damage to prevent strain meter.
5. wire between foil gauge and strain testing instrument connects: select wire according to the requirement of model testing and working environment, when testing static strain, what usually select is two stamen multiply parallel lines.Before welding lead, first by the whether open circuit of universal meter test lead, more identical number ticket is attached to the two ends of wire, to recognize in test process and to avoid going wrong.Then foil gauge being gone between together with wire bonds, should note preventing dry joint when welding.After welding completes, check whether connection at wire other end universal meter.In addition, when can use wiring terminal to prevent from pulling wire, the lead-out wire of foil gauge is drawn bad.Wiring terminal is just equivalent to a prap, is first pasted onto the front end of foil gauge lead-out wire during use with 502 glue, then wire and foil gauge lead-out wire are welded in the two ends of wiring terminal respectively, thus plays the effect of protection foil gauge.
6. the damp-proof treatment of foil gauge: after foil gauge connects wire and insulaion resistance reaches test requirements document, immediately to strain piece collection damp-proof treatment, thus should prevent the reduction causing insulating resistance value because of making moist of glue-line.704 silica gel can be adopted to smear covering.
The layout of Model Pile and burying underground:
1, Model Pile is embedding
The embedding of current Model Pile has two kinds of modes, namely forced and embed-type.Forcedly be generally used for simulation Squeezing Soil Pile, concrete grammar first the soil body is filled predetermined stake heights of roofs position, then Model Pile is pressed into the soil body.And being embed-typely mainly used for simulating non-Squeezing Soil Pile, concrete grammar first soil is filled predetermined stake end height and position, then Model Pile is placed on the position of specifying and fixing, then continue the soil body to be filled predetermined stake heights of roofs.Indoor model test generally adopts embed-type.
2, the location of Model Pile
The location of Model Pile is very important step in embedding Model Pile process.The tempered glass of model casing surrounding and the center line of Model Pile was first made before embedding Model Pile.In order to ensure the accurate location of Model Pile, the center line of tempered glass should be made in the embedded process of Model Pile to coincide consistent with the center line of Model Pile.
3, the degree control of Model Pile
In model casing, carry out that the soil body fills time must cagily operate, reduce the soil body as far as possible and fill impact on Model Pile location.In addition, necessary measure also should be taked to guarantee verticality and the location of Model Pile, during test, weight suspension method can be adopted.
Filling and characteristic test of dielectric material:
1, the preparation of pile peripheral earth
This test adopts clay simulation soil around pile, by set-up procedures such as airing, screening, water content allotment, shelvings.
2, pile peripheral earth filling
Be loaded into symmetrically by ready clay in model casing, carry out layering and pave and compaction in layers, the energy that should control every layer of native thickness during test and ram, makes the compactness of the soil body in case even as far as possible.Tempered glass for the ease of permeable model case surrounding observes development of deformation and the damage-form of pile peripheral earth, sprinkles skim quartz sand equably at the layered boundary position of the soil body.After the soil body treating in model casing fills, cover wet cloth on soil body top layer and prevent its moisture evaporation.Finally to leave standstill more than 24h, make the soil body in case obtain fully closely knit under Gravitative Loads.
3, the test of soil layer relevant parameter
When the soil body fills the position to stake end and variable cross-section place in model casing, portable dynamic penetration test, the test of EVD dynamic deformation module and cutting ring sampling test should be carried out respectively, thus test the relevant parameter of each soil layer.
The vertical loading scheme of model:
1, Installation and Debugging data collecting system
From testing program, the data volume examining system of this model testing comprises the content of following three aspects: pile head settlement, pile strain measure, the soil pressure measurement at stake end and variable cross-section place.Wherein, pile head settlement is measured by two dial gages being arranged in stake top symmetrically.
2, loading method
Vertical load model testing adopts maintained load test (ML-test) at a slow speed, i.e. multistage loadings in process of the test, until every grade of load reach relatively stable after add next stage load again, until Model Pile destroy, last load shedding is to zero.
3, classification is loaded:
Every grade of loading is got and is estimated 1/10 ~ 1/15 of ultimate load value.
4, settlement observation:
Regulation and stipulation must not carry out next stage loading when sinking to not reaching stable.Every grade of observation time loaded is defined as: should observe immediately after every grade of load adds, then in the first hour, every 15min observation once; In the second hour, every 30min observation once; From three hour, every observation in 1 hour once.During each observation, one need be taken pictures in front, to record stake and Pile side soil body deformability situation.
5, the stability criterion of sedimentation:
If when the deflection of every grade of load is in the end not more than 0.1mm in 30min, namely can be considered that sedimentation has reached stable, next stage load can be applied.
The termination loaded and the value of ultimate load:
1. total displacement amount is more than or equal to 40mm, and when the deflection of load at the corresponding levels is equal to or greater than the deflection 5 times of prime load, loading can stop.Get the previous stage load of load when this stops as ultimate load.
2. total displacement amount is more than or equal to 40mm, and load at the corresponding levels does not reach stable yet after applying 24 hours, loading can stop.Get the previous stage load of load when this stops as ultimate load.
6, unloading and unloading settlement observation:
Should observe stake top springback capacity after each removal load in order, observation way is identical with settlement observation, until resilience carries out next stage unloading after stablizing again, the stability criterion of resilience is identical with sinking stability criterion.To be unloaded after zero, at least in 2h, every 30min observation once, wherein: if under pile top be sandy soil, then in the 30min started, every 15min observation once; If under pile top be cohesive soil, then in one hour that starts, every 15min observation once.
The horizontal loading scheme of model:
Transverse load test loading method adopt multi cycle add unloading method, and get estimate ultimate lateral bearing capacity 1/10 ~ 1/15 as every grade load increment.According to stake footpath size and with due regard to soil layer soft or hard degree, in conjunction with related specifications by actual conditions step increment method.
Loading procedure and displacement observation method: test the method adopting weight to apply (unit unifies irony counterweight) horizontal applied force.After every grade of load has applied, dead load 4min surveys and reads horizontal movement, is then offloaded to zero, stops surveying 2min and reads residual level displacement, and so far complete one and add unloading circulation, so circulation completes the test observation of one-level load for 5 times.Load time should shorten as far as possible, and the interval time of measuring displacement is strictly accurate, and test uninterruptedly continues to carry out.When pile body fracture or horizontal movement more than 30 ~ 40mm (weak soil is by 40mm) time, termination test.
Claims (5)
1. the pile foundation model testing that distortion is visual loads case, it is characterized in that, comprise the model casing (7) be welded by equal leg angle, the base plate of model casing (7) is channel-section steel right-angled intersection welding, in the middle of base plate the channel-section steel of four direction respectively to overhanging in order to connect foundation pile vertical loading device, clay (2) is set in model casing (7); Described model casing (7) is provided with foundation pile horizontal charger, foundation pile vertical loading device.
2. the pile foundation model testing that distortion according to claim 1 is visual loads case, it is characterized in that, described foundation pile vertical loading device comprises lever (9), lever (9) is positioned at model casing (7) top, one end of lever (9) is articulated with on column (10), bottom and model casing (7) base plate of column (10) are fixed to overhanging channel-section steel bolt, lever (9) is provided with adjustable height and loads post (11), the lower end that adjustable height loads post (11) vertically arranges billet (13), Model Pile (8) is set under billet (13), the other end of lever (9) is provided with loading equipemtn (12), described Model Pile (8) is arranged in model casing (7) near in the middle part of model casing (7) inwall.
3. the pile foundation model testing that distortion according to claim 2 is visual loads case, it is characterized in that, foil gauge is pasted in described Model Pile (8) side, and smear skim epoxide-resin glue at the patch sites place of pasting foil gauge, foil gauge is connected with strain testing instrument by wire.
4. the pile foundation model testing that distortion according to claim 1 is visual loads case, it is characterized in that, the horizontal charger of described foundation pile comprises steel strand (4), steel strand (4) one end is fixed on Model Pile (8) with in the Model Pile (8) on clay (2) interface top, steel strand (4) other end level draw and pass through fixed pulley (5) transfer to vertical and under, the end of steel strand (4) is provided with counterweight (3), dial gage (6) is set at Model Pile (8) tip position.
5. the pile foundation model testing that distortion according to claim 1 is visual loads case, it is characterized in that, four side thickness setting of described model casing (7) are the transparent toughened glass of 15mm, and the external surface of transparent toughened glass arranges transparent smooth glass-film.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510400477.3A CN105155593A (en) | 2015-07-05 | 2015-07-05 | Deformation-visible pile foundation model test loading box |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510400477.3A CN105155593A (en) | 2015-07-05 | 2015-07-05 | Deformation-visible pile foundation model test loading box |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105155593A true CN105155593A (en) | 2015-12-16 |
Family
ID=54796611
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510400477.3A Pending CN105155593A (en) | 2015-07-05 | 2015-07-05 | Deformation-visible pile foundation model test loading box |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105155593A (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862937A (en) * | 2016-05-09 | 2016-08-17 | 东华理工大学 | Pressing and pulling integrated experimental indoor pile model test device |
| CN106013274A (en) * | 2016-07-06 | 2016-10-12 | 东南大学 | Pile foundation horizontal load comprehensive simulation test device for deep foundation pit excavation unloading field |
| CN106284274A (en) * | 2016-08-16 | 2017-01-04 | 湖北工业大学 | For measuring the method for Reinforced Foundation soil body bearer properties under different load |
| CN106771079A (en) * | 2017-01-10 | 2017-05-31 | 中国地质大学（武汉） | A kind of soft rock shear rheology instrument for realizing drying and watering cycle and energetic disturbance |
| CN107014670A (en) * | 2017-04-28 | 2017-08-04 | 浙江科技学院 | The test device of the multidirectional horizontal bearing capacity of single pile under compound load action |
| 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 |
| CN107179276A (en) * | 2017-05-16 | 2017-09-19 | 华北水利水电大学 | The model test apparatus of Screw Anchor load displacement under real-time measurement lateral load |
| CN107227759A (en) * | 2017-05-22 | 2017-10-03 | 重庆大学 | A kind of transparent soil model experimental rig and its test method for simulating lateral soil movement |
| CN108918278A (en) * | 2018-07-08 | 2018-11-30 | 北京工业大学 | Pile foundation indoor model test method |
| CN108918828A (en) * | 2018-07-08 | 2018-11-30 | 北京工业大学 | A kind of side slope or the indoor model test method that comes down |
| CN109238845A (en) * | 2018-08-29 | 2019-01-18 | 吉林建筑大学 | A kind of device carrying out pile peripheral earth failure test |
| CN110158671A (en) * | 2019-05-31 | 2019-08-23 | 深圳市勘察研究院有限公司 | A kind of composite foundation with piles in inhomogeneous strata model assay systems and method |
| CN113514339A (en) * | 2021-04-08 | 2021-10-19 | 湖北交投江北东高速公路有限公司 | Indoor similar model test device for vertical bearing characteristic of single core-added pile |
| CN114739353A (en) * | 2022-03-07 | 2022-07-12 | 浙江理工大学 | Pile-soil interaction visual anti-interference experimental device and experimental method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101383234B1 (en) * | 2012-11-19 | 2014-04-10 | 한국건설기술연구원 | Apparatus for repeatedly horizontal load of pile and test method for horizontal load support force of pile using the same |
| CN103967057A (en) * | 2014-04-30 | 2014-08-06 | 河海大学 | Soil body displacement field visualization testing device used in pile sinking process and using method |
| CN104631519A (en) * | 2015-01-13 | 2015-05-20 | 河海大学 | Pile foundation bearing characteristic model test device and method under complicated load effect |
| CN205242461U (en) * | 2015-07-05 | 2016-05-18 | 华东交通大学 | Visual pile foundation model test loading case warp |
-
2015
- 2015-07-05 CN CN201510400477.3A patent/CN105155593A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101383234B1 (en) * | 2012-11-19 | 2014-04-10 | 한국건설기술연구원 | Apparatus for repeatedly horizontal load of pile and test method for horizontal load support force of pile using the same |
| CN103967057A (en) * | 2014-04-30 | 2014-08-06 | 河海大学 | Soil body displacement field visualization testing device used in pile sinking process and using method |
| CN104631519A (en) * | 2015-01-13 | 2015-05-20 | 河海大学 | Pile foundation bearing characteristic model test device and method under complicated load effect |
| CN205242461U (en) * | 2015-07-05 | 2016-05-18 | 华东交通大学 | Visual pile foundation model test loading case warp |
Non-Patent Citations (2)
| Title |
|---|
| 刘新荣等: ""大直径变径桩横向承载特性模型试验"", 《中国公路学报》 * |
| 方焘等: ""大直径变径桩竖向承载特性模型试验研究(I)"", 《岩土力学》 * |
Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862937A (en) * | 2016-05-09 | 2016-08-17 | 东华理工大学 | Pressing and pulling integrated experimental indoor pile model test device |
| CN106013274A (en) * | 2016-07-06 | 2016-10-12 | 东南大学 | Pile foundation horizontal load comprehensive simulation test device for deep foundation pit excavation unloading field |
| CN106284274A (en) * | 2016-08-16 | 2017-01-04 | 湖北工业大学 | For measuring the method for Reinforced Foundation soil body bearer properties under different load |
| CN106771079A (en) * | 2017-01-10 | 2017-05-31 | 中国地质大学（武汉） | A kind of soft rock shear rheology instrument for realizing drying and watering cycle and energetic disturbance |
| CN107014670A (en) * | 2017-04-28 | 2017-08-04 | 浙江科技学院 | The test device of the multidirectional horizontal bearing capacity of single pile under compound load action |
| CN107014670B (en) * | 2017-04-28 | 2023-10-17 | 浙江科技学院 | Testing device for multi-directional horizontal bearing capacity of single pile under composite load |
| CN107179276A (en) * | 2017-05-16 | 2017-09-19 | 华北水利水电大学 | The model test apparatus of Screw Anchor load displacement under real-time measurement lateral load |
| CN107227759B (en) * | 2017-05-22 | 2020-01-31 | 重庆大学 | transparent soil model test device for simulating lateral movement of soil body and test method thereof |
| CN107227759A (en) * | 2017-05-22 | 2017-10-03 | 重庆大学 | A kind of transparent soil model experimental rig and its test method for simulating lateral soil movement |
| 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 |
| CN108918278A (en) * | 2018-07-08 | 2018-11-30 | 北京工业大学 | Pile foundation indoor model test method |
| CN108918828A (en) * | 2018-07-08 | 2018-11-30 | 北京工业大学 | A kind of side slope or the indoor model test method that comes down |
| CN109238845A (en) * | 2018-08-29 | 2019-01-18 | 吉林建筑大学 | A kind of device carrying out pile peripheral earth failure test |
| CN110158671A (en) * | 2019-05-31 | 2019-08-23 | 深圳市勘察研究院有限公司 | A kind of composite foundation with piles in inhomogeneous strata model assay systems and method |
| CN110158671B (en) * | 2019-05-31 | 2024-05-17 | 深圳市勘察研究院有限公司 | Pile body composite foundation model test system and method |
| CN113514339A (en) * | 2021-04-08 | 2021-10-19 | 湖北交投江北东高速公路有限公司 | Indoor similar model test device for vertical bearing characteristic of single core-added pile |
| CN114739353A (en) * | 2022-03-07 | 2022-07-12 | 浙江理工大学 | Pile-soil interaction visual anti-interference experimental device and experimental method |
| CN114739353B (en) * | 2022-03-07 | 2023-10-27 | 浙江理工大学 | Pile-soil interaction visual anti-interference experimental device and experimental method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105155593A (en) | Deformation-visible pile foundation model test loading box | |
| CN103882894B (en) | Prestressed concrete pipe pile horizontal bearing characteristic test model and test method | |
| CN205242461U (en) | Visual pile foundation model test loading case warp | |
| CN106592655B (en) | Pile pile pile sinking simulation test device and method under a kind of gradient confining pressure | |
| CN112964563A (en) | Simulation box for simulating long-term tunnel settlement under subway operation load and test method | |
| CN103674706B (en) | The dual-purpose test unit of tire earth structure pull-out model test and test measuring method | |
| CN104458529B (en) | Unsaturated soil rain infiltration simulation test device in a kind of multifunctional room | |
| CN107389473A (en) | The assay method and Special direct shear apparatus of unsaturated soil shear strength parameter | |
| CN103898930B (en) | Prestressed concrete pipe pile horizontal bearing attribute testing model and modeling method | |
| CN108978734B (en) | Indoor simulation test device for stress characteristics of fiber reinforced anti-floating anchor rod | |
| CN106153327A (en) | A kind of TBM inclined shaft shield duct piece load testing machine and test method | |
| CN110847258A (en) | Interface shear test system capable of realizing pile side grouting | |
| CN105181190A (en) | Device for testing mechanical characteristic of tunnel locking anchor pipe and testing method for device | |
| CN103898929B (en) | Prestressed concrete pipe pile horizontal bearing attribute testing model and data test method | |
| CN205662958U (en) | Concrete spread foundation test device | |
| CN104213587A (en) | P-Y curve measuring device for pseudo-static test on pile-soil interaction | |
| CN106013267B (en) | A kind of vertical anti-pulling concrete model stake and its method of construction and application | |
| CN113075051B (en) | Simulation test device and test method for soft rock compressive creep similar environment | |
| CN110439043A (en) | It is a kind of can multidirectional load swelled ground pile foundation experimental provision | |
| CN207379694U (en) | Wave load loading device based on model slot | |
| CN112681403B (en) | Model test device and test method capable of changing angle of anchor rod | |
| CN105971024B (en) | A kind of test method of model pile foundation dynamic response | |
| CN203629965U (en) | Dual-purpose testing device of tire reinforced soil structure drawing model | |
| CN207066755U (en) | The experimental rig of tunnel bottom structure accumulated damage under a kind of cyclic load | |
| CN209841563U (en) | Soil body stress strain analogue test device around enlarged footing stock |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into 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: 20151216 |