CN103645061A - Lattice anchoring technology large-scale physical model test method - Google Patents

Lattice anchoring technology large-scale physical model test method Download PDF

Info

Publication number
CN103645061A
CN103645061A CN201310632109.2A CN201310632109A CN103645061A CN 103645061 A CN103645061 A CN 103645061A CN 201310632109 A CN201310632109 A CN 201310632109A CN 103645061 A CN103645061 A CN 103645061A
Authority
CN
China
Prior art keywords
test
anchor
sliding
anchoring
lattice
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.)
Granted
Application number
CN201310632109.2A
Other languages
Chinese (zh)
Other versions
CN103645061B (en
Inventor
殷跃平
门玉明
陈春利
李滨
刘洪佳
刘海南
韩冬冬
蔡琳祥
梁炜
刘璐
胡兆江
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
CHINA INSTITUTE FOR GEO-ENVIRONMENTAL MONITORING
Changan University
Original Assignee
CHINA INSTITUTE FOR GEO-ENVIRONMENTAL MONITORING
Changan University
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by CHINA INSTITUTE FOR GEO-ENVIRONMENTAL MONITORING, Changan University filed Critical CHINA INSTITUTE FOR GEO-ENVIRONMENTAL MONITORING
Priority to CN201310632109.2A priority Critical patent/CN103645061B/en
Publication of CN103645061A publication Critical patent/CN103645061A/en
Application granted granted Critical
Publication of CN103645061B publication Critical patent/CN103645061B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses a lattice anchoring technology large-scale physical model test method. According to the method, homogeneous loess is used as a landslide medium, a landslide model is filled through a layer-by-layer compaction method, a sliding belt is preset, an anchor rod is completed through a drilling cast-in-place method, and a lattice beam is prefabricated with the use of fine aggregate concrete. A sensor is arranged to test the characters of a lattice anchoring system in the whole process from force bearing to damage during landslide drop, the landslide is slid through a vertical slope top loading method, and the deformation failure characters of the lattice anchoring system from force bearing to damage under the action of landslide are recorded. Recycling of an anchoring section of the anchor rod is effectively realized, and model test on the whole deformation failure process of the lattice anchoring system from installation to loading damage can be quickly and efficiently carried out for multiple times in a short period of time.

Description

A kind of large-scale physical experiments method of Framed Anchor Technique
Technical field
The invention belongs to compound antiskid system experimental technique field, relate to a kind of antiskid system test method, the large-scale physical experiments method of especially a kind of Framed Anchor Technique.
Background technology
Lattice anchoring is a kind of Novel landslide Prevention Technique that originates from Japan, have construction fast, take into account deep-layer reinforcing and top layer bank protection, good looking appearance, be easy to the features such as slope greening, in the emergency repair of at home and abroad coming down, be widely used.But the design theory research of Framed Anchor Technique at present lags behind engineering application, its mechanism of action, failure mode are not still had to unified understanding, the Experience Designs that adopt in Practical Project, often cause unreasonable in design more, and this has just hindered further applying of Framed Anchor Technique.
Because lattice anchoring system belongs to compound antiskid system, in its antiskid process, anchor pole, lattice girder and slope ground body interact, and its force-mechanism is complicated, and simple theoretical analysis, method for numerical simulation are all difficult to reflection actual loading and deformation characteristics.Large-scale physical experiments method can be by dwindling former operating mode in proportion, accurate control action environment, landslide sliding force and skid resistance in process of the test, realize lattice anchoring system in normal work until accurate measurement stressed in inefficacy overall process, distortion, reflecting truly, intuitively deformation failure pattern, is current lattice anchoring system one of the most effective research method.By large-scale physical experiments, can clear and definite lattice anchoring system and the interaction of slope ground body, the antiskid effect of discrimination anchor pole and lattice girder distributes, and sums up the stress deformation trend of lattice anchoring system, for the foundation of lattice anchoring system method for designing provides reasonable proposal.
Seldom, existing lattice anchoring simulation test has two kinds to existing Framed Anchor Technique model test:
1) Framed Anchor Technique indoor model test, conventionally in indoor model case, carry out, model lattice girder is placed on slight slope, at the embedding earth pressure gauge of beam bottom certain depth, then with lifting jack simulation anchor cable prestress, lattice girder is carried out to single node loading, and the mode of measuring the soil pressure value of this degree of depth is simulated.(list of references: Liu Jingjing, Zhao Qihua, Peng Sheqin, etc. the Eccentric Loads in Layered Soils and Research [J] that prestress anchorage cable lattice girder effect slope soil stress distributes. hydrogeological engineering geology, 2006 (4): 15-18.)
A series of key requests such as due to place and size restrictions, test ratio is very little, and the quality of model test is similar, load is similar, medium physical property is similar, boundary condition is similar are difficult to meet, the corresponding reduction of test accuracy;
2) Framed Anchor Technique site test.Framed Anchor Technique site test be take Practical Project as support, selects typical work point, by project progress construction anchor cable framed structure, buries corresponding test components and parts underground simultaneously, launches site test research work.(list of references: aplanatic post. on-the-spot prototype test and research [D] .[Beijing of prestress anchorage cable framed structure]: china academy of railway sciences, 2007.)
Because site test is carried out in actual Reinforcement Works of Rock Slopes, therefore the stressed proterties of distortion that only can test lattice anchoring system in normal use procedure, cannot study the feature in process of deformation and failure, be difficult to obtain effective test figure, cannot analyze deformation rule and the failure mode of lattice anchoring system.
Summary of the invention
The object of the invention is to overcome the shortcoming of above-mentioned prior art, provide a kind of Framed Anchor Technique large-scale physical experiments method, it adopts sleeve pipe anchor pole construction method, after each test, only change free section and the gliding mass part that deforms and destroy, anchor rod anchored section of destroying, grouting body and the sliding bed part of not deforming needn't be changed, effectively realize anchor rod anchored section, test recycling of sliding bed, can realize fast, repeatedly, efficiently at short notice lattice anchoring system and load from installing to the deformation failure entire process model test destroying.
The object of the invention is to be achieved through the following technical solutions:
This kind of large-scale physical experiments method of Framed Anchor Technique is: take homogeneous loess as landslide medium, by the method for successively tamping, fill Landslide Model, and default sliding band, anchor pole adopts the cast-in-place mode of punching to complete, and lattice girder adopts pea gravel concreten prefabricated; Lay sensor test lattice anchoring system in landslide downslide process from the stressed proterties to destroying overall process, mode by top, slope vertical loading makes to slide, and records lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide.
Further, above by measuring, stick in advance in anchor pole reinforcing bar, lattice girder on arrangement of reinforcement or the strain ga(u)ge of lattice girder concrete surface or the strain value that reinforcing rib meter obtains lattice girder and anchor pole in process of landslides is installed; And lay displacement meter test slope-mass slide displacement on top, slope and toe position; At Nodes, the lattice girder span centre of lattice girder crossbeam and perpendicular rib, position that large deformation destroys easily occurring buries earth pressure gauge test soil pressure underground and changes; At anchor head, anchor cable tautness meter test anchor force size is installed.
The large-scale physical experiments method of above-described Framed Anchor Technique, specifically comprises the following steps:
1) the sliding bed of building
Loess is sieved, guarantee that loess soil property, water cut are even; Loess is pressed to the tamping in layers of 25cm/ layer, after every layer of compacting, soil layer surface is scraped to hair and process, then one deck loess under building, until reach design height;
2) lay sliding surface
On the good gliding mass of building, according to test design, cut sliding surface, should guarantee that sliding surface is smooth, smooth, lays sliding surface material on the sliding surface of cutting;
3) lay anchor pole
On sliding surface according to the span length of lattice girder, position the punching of anchor pole determined at rock-bolt length and inclination angle, one by one anchor rod anchored section of posting in pairs up and down strain ga(u)ge put into boring, guarantee that anchor pole is in drill center position, and be in the milk by sand-cement slurry, maintenance, is connected with anchoring section free section with sleeve pipe;
4) test
In model test process, adopt the mode of vertical loading to make to slide, test lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide; It in test, is control top, slope heap(ed) capacity, in test, adopt sandbag to load, after each loading, standing 0.5h starts test data, content measurement comprises the strain of displacement, axis force of anchor, soil pressure and meter member, test interval is 2h, after pending data is stable, can load, until lattice anchoring system destroys next time.
Further, above-mentioned steps 1) in, with reference to area, Xi'an Q 4the natural moisture content of loess and unit weight, loess unit weight design load is got 20KNm -3, water content design value gets 15%, in process of the test, for the homogeneity of warranty test with loess, should guarantee that loess unit weight scope is 20 ± 0.5KNm -3, water cut is 15 ± 1%.
Further, above-mentioned steps 2) in, described sliding surface material is double-layer polyethylene film.The sliding friction of simulating sliding mass and slide beds through the interfacial friction of test discovery in early stage polyethylene film is the most similar, and it is little disturbed by the extraneous factors such as soil body water cut, therefore in test, adopts double-layer polyethylene film to simulate sliding surface.
Further, above-mentioned steps 3) in, the concrete grammar of determining the position punching of anchor pole at sliding surface is: span length, rock-bolt length and the inclination angle of lattice girder according to test, on sliding surface, determine the position of each anchor hole, by boring (dry drill method) punching, in punching process, should accurately control the angle (Soil Anchor Design inclination angle ± 1 °) of punching.
Further, above-mentioned steps 3) in, maintenance is specially: during due to soil bolt slip casting, mortar can infiltrate in loess, for warranty test effect, treat to check one by one the mortar filling volume of each anchor hole after slip casting, if in the time of can not being full of anchoring body after slurries sclerosis, should mend in time slurry; Perfusion anchoring section adopts natural curing, guarantees that slope body and anchor pole are stable in maintenance processes, after 28 days, is that maintenance completes.
Further, in step 3), anchor pole is set to be specially: in sliding bed inside, apart from sliding surface 1/5 anchorage length position, anchor pole is divided into separated free segment and anchoring section two parts, the steel sleeve that free section is processed with to thread tapping by inwall is connected with anchor rod anchored section.
Further, in step 3), the required sandbag weight of single load is calculated according to design heap(ed) capacity and slope top area.
The present invention has following beneficial effect:
Because the destruction of lattice anchoring system often occurs in lattice girder part, the deformation failure of lattice girder is the emphasis of research at present.And in lattice anchoring system only there is stressed bending and crooked position mainly near sliding surface in anchor pole, only tension power effect of anchoring section in sliding bed, generally can not destroy, therefore in test method of the present invention, by Soil Anchor Design, be anchoring section and two parts that free segment separates, adopt steel sleeve that the two is connected.After sliding bed part building completes, according to test design, lay anchoring section.In every group of parallel experiment, sliding bed and anchor rod anchored section motionless, only change gliding mass and corresponding free section at every turn.So, reduced the repeatedly quantities of excavation, building of the sliding bed part soil body, reduced the slip casting curing period of anchoring section simultaneously, can realize fast, repeatedly, efficiently at short notice lattice anchoring system and load from installing to the deformation failure overall process of destroying.
Accompanying drawing explanation
Fig. 1 is that original paper of the present invention is laid schematic diagram;
Fig. 2 is the A-A cut-open view of Fig. 2;
Fig. 3 is the sectional view of Fig. 2;
Fig. 4 is sleeve pipe anchor pole construction method schematic diagram.
Wherein: 1 is sliding bed; 2 is gliding mass; 3 is free section; 4 is steel sleeve; 5 is anchor rod anchored section, and 6 is injecting cement paste; 7 is anchor cable tautness meter; 8 is displacement meter; 9 is the fixing steelframe of displacement meter; 10 is loading region, top, slope; 11 is lattice girder; 12 is strain rosette; 13 is anchor pole; 14 is sliding surface; 15 is strainometer; 16 is earth pressure gauge.
Embodiment
Below in conjunction with accompanying drawing, the present invention is described in further detail:
Referring to Fig. 1-3: the present invention designs a kind of lattice anchoring physical experiments method of testing, the method be take homogeneous loess as landslide medium, by the method for successively tamping, fill Landslide Model, and default sliding band, mode by top, slope vertical loading makes to slide, research lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide.Anchor pole 13 adopts the cast-in-place mode of punching to complete, and lattice girder 11 adopts pea gravel concreten prefabricated.In process of the test, by the charger application of force, gliding mass 2 is slided along sliding surface 14, according to test need to lay sensor test lattice anchoring system in the downslide process of landslide from the stressed proterties to destroying overall process, method of testing has and sticks in advance on anchor pole 13 reinforcing bars, the interior arrangement of reinforcement of lattice girder 11 or the strain ga(u)ge 15 of lattice girder 11 concrete surfaces, strain rosette 12 or the strain value that reinforcing rib meter obtains lattice girder and anchor pole in process of landslides is installed by measuring; At keypoint part (top, slope, toe), lay displacement meter 8 test slope-mass slide displacements; At key position, burying earth pressure gauge (being earth pressure gauge 16) test soil pressure underground changes; At anchor head, anchor cable tautness meter 7 test anchor force sizes etc. are installed.
The concrete steps of this test method are as follows:
(1) test design and basic parameter test.
According to test site condition and similarity theory, carry out test design, comprise Landslide Model (slope is high, the gradient, default position of slip surface) and lattice anchoring system model (diameter of the sectional dimension of lattice girder, span length, anchor pole, anchorage length etc.).
For guaranteeing carrying out smoothly of follow-up test, adopt the rationality of parameter experiment checking Landslide Model, should guarantee that the side slope when not adding lattice anchoring system is in borderline balance state, make the heap(ed) capacity in follow-up test reasonable, also the equivalent shearing strength of default sliding surface can be calculated by anti-inference method, for follow-up test data processing provides basis simultaneously.
(2) the sliding bed 1 of building.Loess is sieved, guarantee that loess soil property, water cut are even.Homogeneous loess is pressed to the tamping in layers of 25cm/ layer, for guaranteeing that between each layer soil body, combination is good, after every layer of compacting, soil layer surface is scraped to hair and process, then one deck loess under building, until reach design height.In test, should guarantee that loess unit weight, water cut are even, recommendation: unit weight 20 ± 0.5KNm -3, water cut guarantees 15 ± 1%.
(3) lay sliding surface.On the good gliding mass of building, according to test design, cut sliding surface, should guarantee that sliding surface is smooth, smooth, lays sliding surface material on the sliding surface of cutting.Described sliding surface material is double-layer polyethylene film.
(4) lay anchor pole.Referring to Fig. 4, on sliding surface, according to the span length of lattice girder, position the punching (dry drill method) of anchor pole determined at rock-bolt length and inclination angle, should accurately control the angle (Soil Anchor Design inclination angle ± 1 °) of punching in punching process.One by one anchor rod anchored section of posting in pairs up and down strain ga(u)ge put into boring, guarantee that anchor pole occupies and drill center position, and be in the milk by sand-cement slurry, maintenance, is connected free section 3 with anchoring section 5 use steel sleeves 4.The concrete grammar of determining the position punching of anchor pole at sliding surface is: span length, rock-bolt length and the inclination angle of lattice girder according to test, on sliding surface, the position of definite each anchor hole, punches by boring.Described maintenance is specially: during due to soil bolt slip casting, mortar can infiltrate in loess, is warranty test effect, treats to check one by one the mortar filling volume of each anchor hole after slip casting, if in the time of can not being full of anchoring body after slurries sclerosis, should mend in time slurry; Perfusion anchoring section adopts natural curing, guarantees that slope body and anchor pole are stable in maintenance processes, after 28 days, is that maintenance completes.
In this step, designed sleeve pipe anchor pole construction method.In sliding bed inside, apart from sliding surface 1/5 anchorage length position, anchor pole is divided into separated freedom 3 and anchoring section 5 two parts, the steel sleeve 4 that free section 3 is processed with to thread tapping by inwall is connected with anchor rod anchored section 5.Make in parallel experiment, after each test, only change free section 3 parts that deform and destroy, anchoring section 5, injecting cement paste 6 and sliding bed 1 part of destroying that do not deform needn't be changed, and realizes anchor rod anchored section 5 recycle and can realize fast, repeatedly, efficiently at short notice lattice anchoring system from installing to the deformation failure entire process model test that loads destruction.
(5) test: in model test process, adopt the mode of vertical loading to make to slide, test lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide; In test, for controlling top, slope heap(ed) capacity, adopt sandbag to load in test, the required sandbag weight of single load is calculated according to design heap(ed) capacity and slope top area.After each loading, standing 0.5h starts test data, and content measurement comprises that displacement, axis force of anchor, soil pressure take into account the strain of member, and test interval is 2h, can load, until lattice anchoring system destroys after pending data is stable next time.
Wherein earth pressure gauge, anchor cable tautness meter adopt special-purpose readout instrument to survey number, and reflecting piece adopts total station survey.Strain data need to gather by strain testing instrument, but strain testing instrument measuring point limited (current separate unit strain testing instrument measuring point number is generally 40 or 60), and the price of strain testing instrument very high (price of separate unit strain testing instrument in several ten thousand-hundreds thousand of units not etc.) been has therefore has been researched and developed strain testing line concentration system.This strain testing pilot system is in the nature parallel circuit, by this line concentration system, 20 strain ga(u)ges can be connected to a serial ports of strain testing instrument, there are independent gauge tap and pilot lamp in each loop, by ship type four angle switches, control the connected state in each loop, can realize the strain value of each strain ga(u)ge and test one by one, realize the repetition of a tester serial ports, efficiently utilized.By strain testing line concentration system, can be by measuring point quantity magnify 20 (this design multiple be 20 times, can be according to concrete experimental scale adjustment in test).Meanwhile, this line concentration system disturbs little to data, can be compatible with multiple testing tool, and cost performance is high, can install flexibly according to test situation, is more suitable for extensive batch testing data.

Claims (9)

1. the large-scale physical experiments method of Framed Anchor Technique, is characterized in that, take homogeneous loess as landslide medium, by the method for successively tamping, fill Landslide Model, and default sliding band, anchor pole adopts the cast-in-place mode of punching to complete, and lattice girder adopts pea gravel concreten prefabricated; Lay sensor test lattice anchoring system in landslide downslide process from the stressed proterties to destroying overall process, mode by top, slope vertical loading makes to slide, and records lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide.
2. the large-scale physical experiments method of Framed Anchor Technique according to claim 1, it is characterized in that, by measuring, stick in advance in anchor pole reinforcing bar, lattice girder on arrangement of reinforcement or the strain ga(u)ge of lattice girder concrete surface or the strain value that reinforcing rib meter obtains lattice girder and anchor pole in process of landslides is installed; And lay displacement meter test slope-mass slide displacement on top, slope and toe position; At Nodes, the lattice girder span centre of lattice girder crossbeam and perpendicular rib, position that large deformation destroys easily occurring buries earth pressure gauge test soil pressure underground and changes; At anchor head, anchor cable tautness meter test anchor force size is installed.
3. the large-scale physical experiments method of Framed Anchor Technique according to claim 1 and 2, is characterized in that, comprises the following steps:
1) the sliding bed of building
Loess is sieved, guarantee that loess soil property, water cut are even; Loess is pressed to the tamping in layers of 25cm/ layer, after every layer of compacting, soil layer surface is scraped to hair and process, then one deck loess under building, until reach design height;
2) lay sliding surface
On the good gliding mass of building, according to test design, cut sliding surface, should guarantee that sliding surface is smooth, smooth, lays sliding surface material on the sliding surface of cutting;
3) lay anchor pole
On sliding surface according to the span length of lattice girder, position the punching of anchor pole determined at rock-bolt length and inclination angle, one by one anchor rod anchored section of being pasted with in pairs up and down strain ga(u)ge put into boring, guarantee that anchor pole is in drill center position, and be in the milk by sand-cement slurry, maintenance, is connected with anchoring section (5) free section (3) with sleeve pipe; Described sleeve is steel sleeve (4);
4) test
In model test process, adopt the mode of vertical loading to make to slide, test lattice anchoring system deformation failure characteristic from stressed to destruction under the effect of landslide; It in test, is control top, slope heap(ed) capacity, in test, adopt sandbag to load, after each loading, standing 0.5h starts test data, content measurement comprises that displacement, axis force of anchor, soil pressure take into account the strain of member, test interval is 2h, after pending data is stable, can load, until lattice anchoring system destroys next time.
4. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, is characterized in that, in step 1), and loess unit weight 20 ± 0.5KNm in test -3, water cut guarantees 15 ± 1%.
5. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, is characterized in that step 2) in, described sliding surface material is double-layer polyethylene film.
6. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, it is characterized in that, in step 3), the concrete grammar of determining the position punching of anchor pole at sliding surface is: span length, rock-bolt length and the inclination angle of lattice girder according to test, on sliding surface, determine the position of each anchor hole, by boring, punch.
7. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, it is characterized in that, in step 3), maintenance is specially: the mortar filling volume for the treatment of to check one by one after slip casting each anchor hole, if in the time of can not being full of anchoring body after slurries sclerosis, should mend in time slurry; Perfusion anchoring section adopts natural curing, guarantees that slope body and anchor pole are stable in maintenance processes, after 28 days, is that maintenance completes.
8. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, it is characterized in that, in step 3), anchor pole is set to be specially: in sliding bed inside, apart from sliding surface 1/5 anchorage length position, anchor pole is divided into separated free segment and anchoring section two parts, the steel sleeve that free section is processed with to thread tapping by inwall is connected with anchor rod anchored section.
9. the large-scale physical experiments method of Framed Anchor Technique according to claim 3, is characterized in that, in step 3), the required sandbag weight of single load is calculated according to design heap(ed) capacity and slope top area.
CN201310632109.2A 2013-11-28 2013-11-28 A kind of Framed Anchor Technique large-scale physical model test method Active CN103645061B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310632109.2A CN103645061B (en) 2013-11-28 2013-11-28 A kind of Framed Anchor Technique large-scale physical model test method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310632109.2A CN103645061B (en) 2013-11-28 2013-11-28 A kind of Framed Anchor Technique large-scale physical model test method

Publications (2)

Publication Number Publication Date
CN103645061A true CN103645061A (en) 2014-03-19
CN103645061B CN103645061B (en) 2016-08-17

Family

ID=50250313

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310632109.2A Active CN103645061B (en) 2013-11-28 2013-11-28 A kind of Framed Anchor Technique large-scale physical model test method

Country Status (1)

Country Link
CN (1) CN103645061B (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105182404A (en) * 2015-10-10 2015-12-23 重庆大学 Landslip simulating system
CN105510100A (en) * 2016-01-26 2016-04-20 长安大学 Device used for manufacturing indoor slope model
CN106013273A (en) * 2016-07-06 2016-10-12 大连理工大学 Working condition simulation method of pressure type anchor model in centrifugal field
CN106767505A (en) * 2016-12-10 2017-05-31 成都飞机工业(集团)有限责任公司 The MBD measurement techniques of large-scale multiple material high accuracy difficult point part
CN107023041A (en) * 2017-03-30 2017-08-08 上海理工大学 Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect
CN107748048A (en) * 2017-12-18 2018-03-02 兰州理工大学 Sash reinforcement with prestressed anchor side slope shaking table model device and construction method
CN111206626A (en) * 2020-01-19 2020-05-29 湖南工程学院 Method for measuring anchoring force of soil layer anchor rod in water level change process

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005017109A (en) * 2003-06-26 2005-01-20 Railway Technical Res Inst Structure residual deformation measuring device and method
FR2865805A1 (en) * 2004-01-29 2005-08-05 Cegelec Edifice unit e.g. cable, monitoring device, has sensors placed on wave guide that is placed along edifice unit, where sensors and waveguide are Wiedemann magnetostriction sensors and waveguide
CN103063514A (en) * 2012-12-12 2013-04-24 清华大学 Radial inclination compressive strength test device for round-section concrete-filled steel tube
CN203083879U (en) * 2013-02-26 2013-07-24 长安大学 Soil anchor strain testing system

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005017109A (en) * 2003-06-26 2005-01-20 Railway Technical Res Inst Structure residual deformation measuring device and method
FR2865805A1 (en) * 2004-01-29 2005-08-05 Cegelec Edifice unit e.g. cable, monitoring device, has sensors placed on wave guide that is placed along edifice unit, where sensors and waveguide are Wiedemann magnetostriction sensors and waveguide
CN103063514A (en) * 2012-12-12 2013-04-24 清华大学 Radial inclination compressive strength test device for round-section concrete-filled steel tube
CN203083879U (en) * 2013-02-26 2013-07-24 长安大学 Soil anchor strain testing system

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
王娟娟: "预应力锚杆格构梁模型试验及计算方法研究", 《中国优秀博硕士学位论文全文数据库(硕士) 工程科技Ⅱ辑》 *

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105182404A (en) * 2015-10-10 2015-12-23 重庆大学 Landslip simulating system
CN105510100A (en) * 2016-01-26 2016-04-20 长安大学 Device used for manufacturing indoor slope model
CN105510100B (en) * 2016-01-26 2018-02-27 长安大学 A kind of device for side slope model in make-up room
CN106013273A (en) * 2016-07-06 2016-10-12 大连理工大学 Working condition simulation method of pressure type anchor model in centrifugal field
CN106767505A (en) * 2016-12-10 2017-05-31 成都飞机工业(集团)有限责任公司 The MBD measurement techniques of large-scale multiple material high accuracy difficult point part
CN106767505B (en) * 2016-12-10 2019-03-29 成都飞机工业(集团)有限责任公司 The MBD measurement technique of the multiple material high-precision difficult point part of large size
CN107023041A (en) * 2017-03-30 2017-08-08 上海理工大学 Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect
CN107748048A (en) * 2017-12-18 2018-03-02 兰州理工大学 Sash reinforcement with prestressed anchor side slope shaking table model device and construction method
CN111206626A (en) * 2020-01-19 2020-05-29 湖南工程学院 Method for measuring anchoring force of soil layer anchor rod in water level change process
CN111206626B (en) * 2020-01-19 2021-07-20 湖南工程学院 Method for measuring anchoring force of soil layer anchor rod in water level change process

Also Published As

Publication number Publication date
CN103645061B (en) 2016-08-17

Similar Documents

Publication Publication Date Title
CN103645061A (en) Lattice anchoring technology large-scale physical model test method
Babu et al. A critical review of construction, analysis and behaviour of stone columns
Voottipruex et al. Behavior and simulation of deep cement mixing (DCM) and stiffened deep cement mixing (SDCM) piles under full scale loading
Jamsawang et al. Parameters affecting the lateral movements of compound deep cement mixing walls by numerical simulations and parametric analyses
CN108061687B (en) Geotechnical engineering simulation test platform for researching potential failure surface
Cheng et al. New soil nail material—Pilot study of grouted GFRP pipe nails in Korea and Hong Kong
Zhang et al. Large-scale geo-mechanical model tests for the stability assessment of deep underground complex under true-triaxial stress
CN102535477A (en) Safety construction method for cutting off anchor cables of support of excavating foundation pit
Liu et al. Performances of large-diameter cast-in-place concrete pipe piles and pile groups under lateral loads
Su Laboratory pull-out testing study on soil nails in compacted completely decomposed granite fill
CN111021440A (en) CPT integrated geotechnical packaging granular pile indoor model test device and method
Talebi et al. Design and construction of a geosynthetic reinforced soil integrated bridge system
Qian1a et al. Behaviour of micropiles in collapsible loess under tension or compression load
Mattsson et al. Case study of a full-scale load test of a piled raft with an interposed layer for a nuclear storage facility
CN109854252B (en) Underground engineering staged complete control method
CN111257101A (en) Group anchor effect model test device and detection method
Ignat Field and laboratory tests of laterally loaded rows of lime-cement columns
CN108181178B (en) Simulation test device and test method for broken surrounding rock prestressed anchorage injection reinforcement
Li et al. Stress analysis of primary support arch cover excavation in metro station based on 3D geomechanical model experiment
CN205898629U (en) Country rock high pressure consolidation grouting encloses effect testing arrangement that blocks water
El-aziz et al. Performance of hollow bar micropiles under axial and lateral loads in cohesive soils
McAffee et al. Performance of an induced trench installation
Rabaiotti et al. Pre-stressing of soil and structures due to jet grouting
Shi et al. Analysis on deformation and stress characteristics of a Multibraced pit-in-pit excavation in a subway transfer station
Zhu et al. Analytical model for predicting stress distribution and load transfer of tension-type anchor cable with borehole deviation

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model