CN107748048A - Sash reinforcement with prestressed anchor side slope shaking table model device and construction method - Google Patents
Sash reinforcement with prestressed anchor side slope shaking table model device and construction method Download PDFInfo
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- CN107748048A CN107748048A CN201711360524.1A CN201711360524A CN107748048A CN 107748048 A CN107748048 A CN 107748048A CN 201711360524 A CN201711360524 A CN 201711360524A CN 107748048 A CN107748048 A CN 107748048A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
- G01M7/02—Vibration-testing by means of a shake table
- G01M7/06—Multidirectional test stands
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
Sash reinforcement with prestressed anchor side slope shaking table model device and construction method, the soil-slope body of useful sash supporting in model casing（4）；Soil-slope body（4）Inside set prestressed anchor（6）；Prestressed anchor（6）Through sash（20）By anchorage in sash；Displacement transducer（10）It is installed on anchor head（19）And soil-slope body（4）Top of the slope predetermined position.Model casing（3）Inside is furnished with accelerometer A（14）, outside is furnished with accelerometer B（15）；Prestressed anchor（6）And sash predeterminated position posts foil gauge（12）；Sash and soil-slope body（4）Between be furnished with soil pressure cell（13）；Pass through data wire（27）Respectively with strain acquirement instrument (35), acceleration Acquisition Instrument（32）, displacement acquisition instrument (34), soil pressure Acquisition Instrument（33）Corresponding connection, is connected to dynamic data collection system（28）.
Description
Technical field
The invention belongs to Geotechnical Engineering field, and in particular to sash reinforcement with prestressed anchor side slope shake table model tries
Experiment device.
Background technology
The stability of geological process slope is very one of concern in Geotechnical Engineering and earth environment engineering.I
State is the country that an earthquake takes place frequently, and more mountain regions, the geography of more earthquakes and geological conditions inevitably bring a large amount of and ground
Shake acts on relevant slope problem.With developing rapidly for national economy, country increases the development dynamics of infrastructure, particularly
Since development of the West Regions, the key construction project such as the energy, airport, highway, railway starts successively, and some large-scale side slope projects will
It build meizoseismal area in, in these areas, earthquake generally induces different degrees of side slope avalanche, landslide and mud-rock flow secondary disaster, into
To restrict the significant problem of China's economy and social sustainable development, and the focus of Geotechnical Engineering and earthquake engineering area research
One of with difficult point.
Sash prestressed anchor supporting construction is a kind of novel soft being suggested in recent years with the development of retaining structure
Property retaining structure, it improves slope soil mechanical property using the cooperativity in space of reinforced concrete box, anchor pole and the soil body
Can, increase the resistance to overturning of side slope, there is good anti-seismic performance；But it is theoretical still immature, on sash prestressing force
Failure mechanism and earthquake motion destruction to engineering of the bolt anchorage side slope under geological process is also in conceptual phase.
At present, the common method of seismic stability is based primarily upon stress-deformation analysis of limit equilibrium theory,
There are quasi-static model, New-mark sliding blocks analytic approach, the dynamic finite element method etc. that specification is recommended, by the theoretical work built of existing design
Cheng Shangwei lives through the inspection of earthquake practice, theoretical still immature.In order to further appreciate that geological process slope Failure Mechanism,
The foundation of science is provided for seismic stability, it is necessary to dynamic characteristics and dynamic response rule to geological process slope
Rule carries out in-depth study.It is unpractical to establish realistic model, can be tested by indoor analog simulation to obtain geological process
The deformation of slope and the relevant parameter of dynamic response rule.Sash reinforcement with prestressed anchor slope is grasped under geological process
Dynamic response rule there is important economic implications and practical value.
The content of the invention
It is an object of the invention to provide a kind of sash reinforcement with prestressed anchor side slope shaking table model device and construction
Method.
The present invention is sash reinforcement with prestressed anchor side slope shaking table model device and construction method, sash prestressing force
Bolt anchorage side slope shaking table model device, including shake table 1, billet 2, model casing 3, soil-slope body 4, sash
20, prestressed anchor 6, model casing 3 is connected by billet 2, square steel beam 21, square tubular column 22 and lucite 5 through fastener is flexible
Connect and form, be connected by high-strength bolt 29 with shake table 1, model casing 3 is built with sash 20 and soil-slope body 4；Soil-slope
Formed after 4 layered compacting of body, laying prestressed anchor 6 in soil-slope body 4, by free section 30 and anchor rod anchored section 31
Form；Before sash 20 is placed in soil-slope body 4, it is made up of lattice girder 7, lattice column 8 and breast boards 9；Anchor head 19 and backing plate 18 will
Prestressed anchor 6 through sash 20 is anchored in sash 20 by nut 24, forms simulation slope supported；Displacement transducer 10
It is installed on anchor head 19 and the top of the slope predetermined position of soil-slope body 4；Four groups of accelerometer A14, model are set inside model casing 3
Three groups of accelerometer B15 are set outside case 3；Free section 30, anchor rod anchored section 31 and lattice girder 7, the predeterminated position of lattice column 8
Post foil gauge 12 in place；Sash 20 is furnished with soil pressure cell 13 with the setting position that soil-slope body 4 contacts；Foil gauge 12, add
Speedometer A14, accelerometer B15, displacement transducer 10 and soil pressure cell 13 by data wire 27 respectively with strain acquirement instrument 35,
Acceleration Acquisition Instrument 32, displacement acquisition instrument 34, soil pressure Acquisition Instrument 33 are corresponding to be connected, and dynamic is connected in the lump by data wire 27
Data collecting system 28.
The construction method of sash reinforcement with prestressed anchor side slope shaking table model device, its step are：
（1）Conceptual design：Formulate model structural member scheme and data acquisition plan.Derived according to gravity likelihood and dimensional method
Go out the likelihood ratio of shake table model, and soil-slope body 4, prestressed anchor 6, lattice girder 7, lattice column are determined according to similarity relation
8th, the physical dimension of breast boards 9；The model of soil-slope body 4 determines its quality proportioning according to the basic parameter of undisturbed soil, optimal contained
Water and maximum dry density；
（2）Precast prestressed anchor pole 6：By the use of pvc pipe 16 as mould, prestressed anchor 6 is made using compressor wire as material.
Free section 30 and anchor rod anchored section 31 paste foil gauge 12 according to existing plan, and are wrapped up with insulating tape, then by data
Line 27 is drawn, and anchor rod anchored section 31 is inserted in pvc pipe 16, and internal engagement cement injection mortar 11, forms anchor to medium-height trestle 17
Bar anchoring section 31, after the completion of maintenance, pvc pipe 16 of dismantling；
（3）Prefabricated sash 20：According to design size banding steel cage and template has been propped up, then steel reinforcement cage is put into template and poured
Fine concrete, while reserve the hole that portals of good prestressed anchor 6；The form removal after concrete reaches some strength；
（4）Composition model case 3.The framework of model casing 3 first is assembled according to the design size of model casing 3 with square steel beam 21, square tubular column 22,
Connected with bolt 36.Then lucite 5 is flexibly connected on the framework of model casing 3 through fastener, will finally by bolt 36
Billet 2 is connected with the square steel beam 21 of the bottom of model casing 3；
（5）Model casing 3 is hung on shake table 1 with boom hoisting by the suspension ring 26 on model casing 3, and it is solid with high-strength bolt 29
It is scheduled on the table top of shake table 1；
（6）Rubble is stained with epoxy resin in the plate face of billet 2 of model casing 3, in the front and back end filled slope scope of model casing 3
Polystyrene foam plate 23 thick interior setting 10cm；
（7）Sash 20 is hung in model casing 3, fixed according to design angle with rope；
（8）Being banketed into model casing 3, ground soil scene excavates, and is stirred evenly with mixer, according to design, each filled slope
L0cm, levelling uniformly tamping, scene takes severe control to ensure that compacting rate reaches 90%, while does Soil Parameters experiment, hits real examination
Test, direct shear test, consolidation test；
（9）When soil layer is filled at first layer anchor pole, prestressed anchor 6 is laid according to existing plan.By prestressed anchor 6 from sash
The hole reserved on 20 is passed from inside to outside by model casing 3, set upper padding plate 18, anchor head 19；To the free section of prestressed anchor 6
30 carry out out silk processing, are anchored on nut 24 in sash 20, fill compaction, apply prestressing force to prestressed anchor 6.
The internal preset opening position of soil-slope body 4 arranges accelerometer A14 and soil pressure cell 13；
（10）Continue to banket into model casing 3, repeat step（8）、（9）Complete the shaping of soil-slope body 4 and supporting construction.Fill out
During soil, the thick dyes of one layer of 2cm are spread at height 20cm, 40cm, 60cm, 80cm, 100cm, 120cm, 140cm, 160cm soil body
The color soil body.By the accelerometer A14 inside model casing 3 be embedded in away from side slope top surface 10cm, 60cm, 110cm, 140cm, earth-retaining
Among the outside of plate 9 at the anchor head 19 of a Pin columns and the foundation surface of soil-slope body 4.The external acceleration meter B15 cloth of model casing 3
Put at the table top of shake table 1 and the surrounding of shake table 1；
（11）Displacement transducer 10 is set at slope edges line 50cm, 100cm, 150cm in side slope top surface, in lattice girder 7
And foil gauge 12 is arranged in setting position on lattice column 8；Foil gauge 12 on lattice girder 7 is arranged in the both ends of each row's lattice girder 7；Lattice
Foil gauge 12 on structure post 8 is arranged in the junction of first, second and third row's lattice girder 7 and center pillar；
（12）Displacement meter steelframe 25 is drawn in the inner front side square steel beam 21 of model casing 3, and is encorbelmented at the outside ground of shake table 1
Displacement meter steelframe 25 is set, displacement transducer 10 is installed on displacement meter steelframe 25；
（13）Numbered by the packet numbering of data wire 27 that arrangement measuring point is drawn in model casing 3, and to each group measuring instrument, according to survey
Fixed data type is connected respectively acceleration Acquisition Instrument 32, soil pressure Acquisition Instrument 33, displacement acquisition instrument 34, strain acquirement instrument
35, carry out the debugging of final stage；
（14）The experimental model completed is stood into a period of time；
（15）The system of Vibration on Start-up platform 1 simultaneously treats its heat engine；
（16）The input-to-state stabilization shape of shake table 1：El Centro ripples, Lanzhou ripple and Wenchuan ripple are inputted respectively, and in experiment, table top is defeated
Enter acceleration peak value by small magnitude SS incremental classifications, acceleration peak value and time interval are adjusted by similarity relation；Proceed by
One stage was vibrated, and after the completion of single stage vibration, interrupted several minutes, inspection model examination body and survey data, and shoot soil body change
Shape situation, then carry out next stage vibration；
（17）The top of the slope sinkage of measurement examination body after off-test, and the failure mode of observational record examination body；
（18）By system-down, displacement transducer 10 is removed, sublevel unloads soil, removes prestressed anchor 6 and lattice girder 7, lattice column 8
And breast boards 9, and embedded measuring instrument.
The beneficial effects of the invention are as follows：Side slope can be determined by the present invention stress characteristic and side are deformed under geological process
Slope dynamic characteristics and dynamic response, analyze the changing rule of geological process slope dynamic characteristics and dynamic response, and earthquake
Dynamic influence of the parameter to dynamic characteristics and dynamic response.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention, and Fig. 2 is the side elevation schematic diagram of structure shown in Fig. 1, and Fig. 3 is shown in Fig. 1
The positive elevational schematic view of structure sash 20, Fig. 4 are that the structure of the prestressed anchor 6 of the laid inside of structure slope 4 shown in Fig. 1 is shown
It is intended to, Fig. 5 is section of structure shown in Fig. 1.Reference and correspondence are entitled：Shake table 1, billet 2, model casing 3, soil property
Side slope body 4, lucite 5, prestressed anchor 6, lattice girder 7, lattice column 8, breast boards 9, displacement transducer 10, cement mortar
11, foil gauge 12, soil pressure cell 13, accelerometer A14, accelerometer B15, PVC pipe 16, to medium-height trestle 17, backing plate 18, anchor
First 19, sash 20, square steel beam 21, square tubular column 22, polystyrene foam plate 23, nut 24, displacement meter steelframe 25, suspension ring 26, number
According to line 27, dynamic data collection system 28, high-strength bolt 29, free section 30, anchor rod anchored section 31, acceleration Acquisition Instrument
32, soil pressure Acquisition Instrument 33, displacement acquisition instrument 34, strain acquirement instrument 35, bolt 36.
Embodiment
As shown in Fig. 1 ~ Fig. 5, the present invention is sash reinforcement with prestressed anchor side slope shaking table model device and construction
Method, sash reinforcement with prestressed anchor side slope shaking table model device, including shake table 1, billet 2, model casing 3, soil
Matter side slope body 4, sash 20, prestressed anchor 6；Model casing 3 is by billet 2, square steel beam 21, square tubular column 22 and lucite 5
Form, be connected by high-strength bolt 29 with shake table 1, model casing 3 is built with sash 20 and soil property side through fastener flexible connection
Slopes 4；Formed after the 4 layered compacting of soil-slope body, laying prestressed anchor 6 in soil-slope body 4, by free section 30
With anchor rod anchored section 31 composition；Before sash 20 is placed in soil-slope body 4, it is made up of lattice girder 7, lattice column 8 and breast boards 9；Anchor
First 19 and backing plate 18 prestressed anchor 6 through sash 20 is anchored in sash 20 by nut 24, formed simulation branch safe edge
Slope；Displacement transducer 10 is installed on anchor head 19 and the top of the slope predetermined position of soil-slope body 4.Four groups are set inside model casing 3
Accelerometer A14, three groups of accelerometer B15 are set outside model casing；Free section 30, anchor rod anchored section 31 and lattice girder 7,
The predetermined position of lattice column 8 posts foil gauge 12；The setting position that sash 20 contacts with soil-slope body 4 is furnished with soil pressure cell
13；Foil gauge 12, accelerometer A14, accelerometer B15, displacement transducer 10 are distinguished with soil pressure cell 13 by data wire 27
Connection corresponding with strain acquirement instrument 35, acceleration Acquisition Instrument 32, displacement acquisition instrument 34, soil pressure Acquisition Instrument 33, then passes through number
Dynamic data collection system 28 is connected in the lump according to line 27.
As shown in Figure 1 and Figure 2, above-described sash reinforcement with prestressed anchor side slope shaking table model device, it is described
Shake table 1 is X, Y, Z three-dimensional six degree of freedom shaking device, and frequency range is 0.1Hz~50Hz.
As shown in Figure 1, Figure 3, above-described sash reinforcement with prestressed anchor side slope shaking table model device, it is described
Sash 20 is prefabricated to be formed, including lattice girder 7, lattice column 8 and breast boards 9；Stress in lattice girder 7, lattice column 8 indulges muscle and uses steel
Thread, reinforcing bar and beam, column tie-bar use galvanized wire in breast boards 9.
As shown in Figure 1 and Figure 2, above-described sash reinforcement with prestressed anchor side slope shaking table model device, it is described
Model casing 3 is the inc rectangular body in top, and top is provided with the collar tie beam that square steel beam 21 is formed, reserving hole is provided with its bottom
It is connected with billet 2；The top of model casing 3 is provided with horizontal square steel beam, thereon welding hanging ring 26.
As shown in figure 1, above-described sash reinforcement with prestressed anchor side slope shaking table model device, the acceleration
Degree Acquisition Instrument 32, soil pressure Acquisition Instrument 33, displacement acquisition instrument 34, strain acquirement instrument 35 be arranged on the coverage of shake table 1 with
Outside, it is connected with dynamic data collection system 28 by data wire 27.
As shown in Fig. 2 rubble is stained with epoxy resin in the plate face of 3 billet of model casing 2, to increase bottom friction power,
Reduce the relative displacement of the soil body and model casing 3, the thick polystyrene of 10cm is set in the range of the front and back end filled slope of model casing 3
Cystosepiment 23 is to reduce model casing boundary effect.
As shown in figure 4, prestressed anchor 6 covers upper padding plate 18, anchor head 19, answered successively through hole reserved in sash 20
With the manual die handle of adjustable steel bar diameter（The patent No.：ZL 2017 2 0030983.2）Or the non-adjustable bar diameter reason heart is manual
Die handle（The patent No.：ZL 2017 2 0030954.6）Silk processing is carried out out to free section, is then anchored on nut 24
In sash.
The construction method of the sash reinforcement with prestressed anchor side slope shaking table model device of the present invention, its step are：
（1）Conceptual design：Formulate model structural member scheme and data acquisition plan.Derived according to gravity likelihood and dimensional method
Go out the likelihood ratio of shake table model, and soil-slope body 4, prestressed anchor 6, lattice girder 7, lattice column are determined according to similarity relation
8th, the physical dimension of breast boards 9.The model of soil-slope body 4 determines its quality proportioning according to the basic parameter of undisturbed soil, optimal contained
Water and maximum dry density；
（2）Precast prestressed anchor pole 6：Of the pvc pipe 16 of diameter phi 5 as mould, made using compressor wire as material pre-
Stress anchor pole 6.Free section 30 and anchor rod anchored section 31 paste foil gauge 12 according to existing plan, and are wrapped up with insulating tape,
Then data wire 27 is drawn, anchor rod anchored section 31 inserted in pvc pipe 16, internal engagement is to medium-height trestle 17, priming petock silt particle
Slurry 11, anchor rod anchored section 31, after the completion of maintenance is formed, pvc pipe 16 of dismantling；
（3）Prefabricated sash 20：According to design size banding steel cage and template has been propped up, then steel reinforcement cage is put into template and poured
Fine concrete, while reserve the hole that portals of good prestressed anchor 6.The form removal after concrete reaches some strength；
（4）Composition model case 3.The framework of model casing 3 first is assembled according to the design size of model casing 3 with square steel beam 21, square tubular column 22,
Connected with bolt 36.Then lucite 5 is flexibly connected on the framework of model casing 3 through fastener, will finally by bolt 36
Billet 2 is connected with the square steel beam 21 of the bottom of model casing 3；
（5）Model casing 3 is hung on shake table 1 with boom hoisting by the suspension ring 26 on model casing 3, and it is solid with high-strength bolt 29
It is scheduled on the table top of shake table 1；
（6）Rubble is stained with epoxy resin in the plate face of billet 2 of model casing 3, in the front and back end filled slope scope of model casing 3
Polystyrene foam plate 23 thick interior setting 10cm；
（7）Sash 20 is hung in model casing 3, fixed according to design angle with rope；
（8）Being banketed into model casing 3, ground soil scene excavates, and is stirred evenly with mixer, according to design, each filled slope
L0cm, levelling uniformly tamping, scene takes severe control to ensure that compacting rate reaches 90%, while does Soil Parameters experiment, hits real examination
Test, direct shear test, consolidation test；
（9）When soil layer is filled at first layer anchor pole, prestressed anchor 6 is laid according to existing plan.By prestressed anchor 6 from sash
The hole reserved on 20 is passed from inside to outside by model casing 3, set upper padding plate 18, anchor head 19.To the free section of prestressed anchor 6
30 carry out out silk processing, are anchored on nut 24 in sash 20, fill compaction, apply prestressing force to prestressed anchor 6.
The internal preset opening position of soil-slope body 4 arranges accelerometer A14 and soil pressure cell 13；
（10）Continue to banket into model casing 3, repeat step（8）、（9）Complete the shaping of soil-slope body 4 and supporting construction.Fill out
During soil, the thick dyes of one layer of 2cm are spread at height 20cm, 40cm, 60cm, 80cm, 100cm, 120cm, 140cm, 160cm soil body
The color soil body.By the accelerometer A14 inside model casing 3 be embedded in away from side slope top surface 10cm, 60cm, 110cm, 140cm, earth-retaining
Among the outside of plate 9 at the anchor head 19 of a Pin columns and the foundation surface of soil-slope body 4.The external acceleration meter B15 cloth of model casing 3
Put at the table top of shake table 1 and the surrounding of shake table 1；
（11）Displacement transducer 10 is set at slope edges line 50cm, 100cm, 150cm in side slope top surface, in lattice girder 7
And foil gauge 12 is arranged in setting position on lattice column 8.Foil gauge 12 on lattice girder 7 is arranged in the both ends of each row's lattice girder 7；Lattice
Foil gauge 12 on structure post 8 is arranged in the junction of first, second and third row's lattice girder 7 and center pillar；
（12）Displacement meter steelframe 25 is drawn in the inner front side square steel beam 21 of model casing 3, and is encorbelmented at the outside ground of shake table 1
Displacement meter steelframe 25 is set, displacement transducer 10 is installed on displacement meter steelframe 25；
（13）Numbered by the packet numbering of data wire 27 that arrangement measuring point is drawn in model casing 3, and to each group measuring instrument, according to survey
Fixed data type is connected respectively acceleration Acquisition Instrument 32, soil pressure Acquisition Instrument 33, displacement acquisition instrument 34, strain acquirement instrument
35, carry out the debugging of final stage；
（14）The experimental model completed is stood into a period of time；
（15）The system of Vibration on Start-up platform 1 simultaneously treats its heat engine；
（16）The input-to-state stabilization shape of shake table 1：El Centro ripples, Lanzhou ripple and Wenchuan ripple are inputted respectively, and in experiment, table top is defeated
Enter acceleration peak value by small magnitude SS incremental classifications, acceleration peak value and time interval are adjusted by similarity relation.Proceed by
One stage was vibrated, and after the completion of single stage vibration, interrupted several minutes, inspection model examination body and survey data, and shoot soil body change
Shape situation, then carry out next stage vibration；
（17）The top of the slope sinkage of measurement examination body after off-test, and the failure mode of observational record examination body；
（18）By system-down, displacement transducer 10 is removed, sublevel unloads soil, removes prestressed anchor 6 and lattice girder 7, lattice column 8
And breast boards 9, and embedded measuring instrument.
Above-described invention is only that the preferred embodiments of the invention are described, not to the scope of the present invention
It is defined, on the premise of design spirit of the present invention is not departed from, those skilled in the art make to technical scheme
Various modifications and improvement, all should fall into claims of the present invention determination protection domain.
Claims (6)
1. sash reinforcement with prestressed anchor side slope shaking table model device, including shake table（1）, billet（2）, model
Case（3）, soil-slope body（4）, sash（20）, prestressed anchor（6）, it is characterised in that：Described model casing（3）By billet
（2）, square steel beam（21）, square tubular column（22）And lucite（5）Formed through fastener flexible connection, pass through high-strength bolt（29）
With shake table（1）Connection, model casing（3）Built with sash（20）With soil-slope body（4）；The soil-slope body（4）Through dividing
Formed after lamination reality, soil-slope body（4）Interior laying prestressed anchor（6）, by free section（30）With anchor rod anchored section
（31）Form；The sash（20）It is placed in soil-slope body（4）Before, by lattice girder（7）, lattice column（8）And breast boards（9）Group
Into；Anchor head（19）And backing plate（18）Sash will be passed through（20）Prestressed anchor（6）Pass through nut（24）It is anchored on sash（20）
On, form simulation slope supported；Displacement transducer（10）It is installed on anchor head（19）And soil-slope body（4）Top of the slope predeterminated position
Place；In model casing（3）Inside sets four groups of accelerometer A（14）, model casing（3）Outside sets three groups of accelerometer B（15）；Anchor pole is certainly
By section（30）, anchor rod anchored section（31）And lattice girder（7）, lattice column（8）Predetermined position posts foil gauge（12）；Sash
（20）With soil-slope body（4）The setting position of contact is furnished with soil pressure cell（13）；Foil gauge（12）, accelerometer A（14）、
Accelerometer B（15）, displacement transducer（10）With soil pressure cell（13）Pass through data wire（27）Respectively with strain acquirement instrument（35）、
Acceleration Acquisition Instrument（32）, displacement acquisition instrument（34）, soil pressure Acquisition Instrument（33）Corresponding connection, passes through data wire（27）Connect in the lump
It is connected to dynamic data collection system（28）.
2. sash reinforcement with prestressed anchor side slope shaking table model device according to claim 1, it is characterised in that：
The shake table（1）For X, Y, Z three-dimensional six degree of freedom shaking device, frequency range is 0.1Hz~50Hz.
3. sash reinforcement with prestressed anchor side slope shaking table model device according to claim 1, it is characterised in that：
The sash（20）It is prefabricated to form, including lattice girder（7）, lattice column（8）And breast boards（9）；Lattice girder（7）, lattice column（8）It is interior
Stress indulge muscle use steel wire, breast boards（9）Interior reinforcing bar and beam, column tie-bar use galvanized wire.
4. sash reinforcement with prestressed anchor side slope shaking table model device according to claim 1, it is characterised in that：
The model casing（3）It is the inc rectangular body in top, top is provided with square steel beam（21）The collar tie beam of composition, it is provided with its bottom
Reserving hole and billet（2）Connection；Model casing（3）Top is provided with horizontal square steel beam, thereon welding hanging ring（26）.
5. sash reinforcement with prestressed anchor side slope shaking table model device according to claim 1, it is characterised in that：
The acceleration Acquisition Instrument（32）, soil pressure Acquisition Instrument（33）, displacement acquisition instrument（34）, strain acquirement instrument（35）It is arranged on vibration
Platform（1）Coverage beyond, pass through data wire（27）By it and dynamic data collection system（28）Connection.
6. the construction method of sash reinforcement with prestressed anchor side slope shaking table model device, it is characterised in that its step is：
（1）Conceptual design：Formulate model structural member scheme and data acquisition plan；Derived according to gravity likelihood and dimensional method
Go out the likelihood ratio of shake table model, and soil-slope body is determined according to similarity relation（4）, prestressed anchor（6）, lattice girder（7）、
Lattice column（8）, breast boards（9）Physical dimension；Soil-slope body（4）Model determines its quality according to the basic parameter of undisturbed soil
Proportioning, optimum moisture content and maximum dry density；
（2）Precast prestressed anchor pole（6）：Managed with PVC（16）As mould, prestressing force is made using compressor wire as material
Anchor pole（6）, free section（30）With anchor rod anchored section（31）Foil gauge is pasted according to existing plan（12）, and with insulating tape bag
Prick, then by data wire（27）Draw；By anchor rod anchored section（31）Insert PVC pipes（16）Interior, internal engagement is to medium-height trestle
（17）, cement injection mortar（11）, form anchor rod anchored section（31）, after the completion of maintenance, pvc pipe of dismantling（16）；
（3）Prefabricated sash（20）：According to design size banding steel cage and template has been propped up, then steel reinforcement cage is put into template and poured
Fine concrete is built, while reserves good prestressed anchor（6）The hole that portals；Mould is removed after concrete reaches some strength
Plate；
（4）Composition model case（3）：First use square steel beam（21）, square tubular column（22）According to model casing（3）Design size assembles model
Case（3）Framework, use bolt（36）Connection；Then by lucite（5）It is flexibly connected through fastener in model casing（3）On framework,
Finally by bolt（36）By billet（2）With model casing（3）The square steel beam of bottom（21）Connection；
（5）By model casing（3）Pass through model casing with boom hoisting（3）On suspension ring（26）Hang shake table（1）On, and with high-strength
Bolt（29）It is fixed on shake table（1）On table top；
（6）In model casing（3）Billet（2）Rubble is stained with epoxy resin in plate face, in model casing（3）Front and back end is banketed thickness
10cm thick polystyrene foam plates are set in the range of degree（23）；
（7）By sash（20）Hang in model casing（3）It is interior, fixed according to design angle with rope；
（8）To model casing（3）Inside banketing, ground soil scene excavates, and is stirred evenly with mixer, according to design, thickness of banketing every time
L0cm is spent, levelling uniformly tamping, scene takes severe control to ensure that compacting rate reaches 90%, while does Soil Parameters experiment, hits real examination
Test, direct shear test, consolidation test；
（9）When soil layer is filled at first layer anchor pole, prestressed anchor is laid according to existing plan（6）；By prestressed anchor（6）From
The hole reserved in sash 20 is passed from inside to outside by model casing 3, covers upper padding plate（18）, anchor head（19）；To prestressed anchor（6）'s
Free section（30）Silk processing is carried out out, uses nut（24）It is anchored on sash（20）On, fill compaction, to prestressed anchor
Bar（6）Apply prestressing force；In soil-slope body（4）Internal preset opening position arrangement accelerometer A（14）And soil pressure cell（13）；
（10）Continue to model casing（3）Inside banket, repeat step（8）, step（9）Complete soil-slope body（4）And supporting construction
Shaping；During banketing, one is spread at height 20cm, 40cm, 60cm, 80cm, 100cm, 120cm, 140cm, 160cm soil body
The thick dyeing soil bodys of layer 2cm；By model casing（3）Internal accelerometer A（14）Be embedded in away from side slope top surface 10cm, 60cm,
At 110cm, 140cm, breast boards（9）The anchor head of a Pin columns among outside（19）Place and soil-slope body（4）Foundation surface；
Model casing（3）External acceleration meter B（15）It is arranged in shake table（1）Table top and shake table（1）At surrounding；
（11）In side slope top surface, displacement transducer is set at slope edges line 50cm, 100cm, 150cm（10）, in lattice girder
（7）And lattice column（8）Foil gauge is arranged in setting position（12）；Lattice girder（7）On foil gauge（12）It is arranged in each row's lattice girder
（7）Both ends；Lattice column（8）On foil gauge（12）It is arranged in first, second and third row's lattice girder（7）With the junction of center pillar；
（12）In model casing inner front side square steel beam（21）Draw displacement meter steelframe（25）, and hanged outside shake table at ground
Choose and displacement meter steelframe is set（25）, in displacement meter steelframe（25）Upper installation displacement transducer（10）；
（13）By model casing（3）The data wire that interior arrangement measuring point is drawn（27）Packet numbering, and each group measuring instrument is numbered, press
Acceleration Acquisition Instrument is connected respectively according to the data type of measure（32）, soil pressure Acquisition Instrument（33）, displacement acquisition instrument（34）、
Strain acquirement instrument（35）, carry out the debugging of final stage；
（14）The experimental model completed is stood into a period of time；
（15）Vibration on Start-up platform（1）System simultaneously treats its heat engine；
（16）Shake table（1）Input-to-state stabilization shape：El Centro ripples, Lanzhou ripple and Wenchuan ripple, in experiment, table top are inputted respectively
Input acceleration peak value presses small magnitude SS incremental classifications, and acceleration peak value and time interval are adjusted by similarity relation；Proceed by
First stage is vibrated, and after the completion of single stage vibration, interrupts several minutes, inspection model examination body and survey data, and shoot the soil body
Deformation, then carry out next stage vibration；
（17）The top of the slope sinkage of measurement examination body after off-test, and the failure mode of observational record examination body；
（18）By system-down, displacement transducer is removed（10）, sublevel unload soil, remove prestressed anchor（6）And lattice girder（7）、
Lattice column（8）And breast boards（9）, and embedded measuring instrument.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537648A (en) * | 2018-12-13 | 2019-03-29 | 西南交通大学 | A kind of simulation open caisson does not drain the experimental provision of suck sediment subsidence |
| CN109580373A (en) * | 2018-12-30 | 2019-04-05 | 浙江工业大学 | Enlarged footing anchor pole surrounding soil ess-strain simulates experimental rig and its test method |
| CN109900563A (en) * | 2019-01-28 | 2019-06-18 | 绍兴文理学院 | Oversize anchor structure face shearing test method |
| CN110530713A (en) * | 2019-07-18 | 2019-12-03 | 武汉大学 | Bolted Rock Masses sample and rock mass engineering project anchor mechanism pilot system |
| CN112461466A (en) * | 2020-10-27 | 2021-03-09 | 同济大学 | Dynamic simulation test system for pile-anchor supporting side slope under earthquake action |
| CN112709240A (en) * | 2020-12-29 | 2021-04-27 | 华能澜沧江水电股份有限公司 | Reinforcing anchor rod for fractured and loosened rock mass slope and construction monitoring method |
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| CN115655366A (en) * | 2022-10-25 | 2023-01-31 | 广东御鑫建筑工程有限公司 | Slope geotechnical engineering monitoring system |
| CN117926841A (en) * | 2024-03-25 | 2024-04-26 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07292678A (en) * | 1994-04-20 | 1995-11-07 | Infuratetsuku Kk | Side slope protection block |
| CN102251525A (en) * | 2011-04-12 | 2011-11-23 | 兰州理工大学 | Framework prestress anchor rod-reinforced supporting structure for gravity type retaining wall and construction method thereof |
| CN102330432A (en) * | 2011-06-16 | 2012-01-25 | 兰州理工大学 | Panel-type framework prestressed anchor rod flexible support structure and construction method thereof |
| CN102330431A (en) * | 2011-06-16 | 2012-01-25 | 兰州理工大学 | Flexible support structure of pre-stress anchor rod for lattice type frame and construction method of flexible support structure |
| CN103162927A (en) * | 2013-03-27 | 2013-06-19 | 山东大学 | Vibration disturbance simulator used for geotechnical slope and using method thereof |
| CN103645061A (en) * | 2013-11-28 | 2014-03-19 | 长安大学 | Lattice anchoring technology large-scale physical model test method |
| CN103835324A (en) * | 2014-04-01 | 2014-06-04 | 兰州理工大学 | Seismic response control test device of frame anchor rod slope anchoring structure and construction method |
| CN203688186U (en) * | 2013-12-27 | 2014-07-02 | 长安大学 | Dynamic response test system of side slope anchoring system under effect of earthquake |
| CN105040667A (en) * | 2015-09-06 | 2015-11-11 | 兰州理工大学 | High-backfill deformation wireless remote integrated monitoring system and mounting and monitoring method |
| CN106124145A (en) * | 2016-06-20 | 2016-11-16 | 上海理工大学 | The model test apparatus of many sliding surfaces landslide tunnel, location impact under oscillatory load |
| 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 |
| CN107254881A (en) * | 2017-08-04 | 2017-10-17 | 广西路桥工程集团有限公司 | A kind of slope retaining structure and method for protecting support |
| CN206670883U (en) * | 2017-03-15 | 2017-11-24 | 长安大学 | A kind of oscillating load acts on slope stability test system |
| CN107422098A (en) * | 2017-06-29 | 2017-12-01 | 河海大学 | A kind of slope stability test evaluation system and test evaluation method |
-
2017
- 2017-12-18 CN CN201711360524.1A patent/CN107748048A/en active Pending
Patent Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07292678A (en) * | 1994-04-20 | 1995-11-07 | Infuratetsuku Kk | Side slope protection block |
| CN102251525A (en) * | 2011-04-12 | 2011-11-23 | 兰州理工大学 | Framework prestress anchor rod-reinforced supporting structure for gravity type retaining wall and construction method thereof |
| CN102330432A (en) * | 2011-06-16 | 2012-01-25 | 兰州理工大学 | Panel-type framework prestressed anchor rod flexible support structure and construction method thereof |
| CN102330431A (en) * | 2011-06-16 | 2012-01-25 | 兰州理工大学 | Flexible support structure of pre-stress anchor rod for lattice type frame and construction method of flexible support structure |
| CN103162927A (en) * | 2013-03-27 | 2013-06-19 | 山东大学 | Vibration disturbance simulator used for geotechnical slope and using method thereof |
| CN103645061A (en) * | 2013-11-28 | 2014-03-19 | 长安大学 | Lattice anchoring technology large-scale physical model test method |
| CN203688186U (en) * | 2013-12-27 | 2014-07-02 | 长安大学 | Dynamic response test system of side slope anchoring system under effect of earthquake |
| CN103835324A (en) * | 2014-04-01 | 2014-06-04 | 兰州理工大学 | Seismic response control test device of frame anchor rod slope anchoring structure and construction method |
| CN105040667A (en) * | 2015-09-06 | 2015-11-11 | 兰州理工大学 | High-backfill deformation wireless remote integrated monitoring system and mounting and monitoring method |
| CN106124145A (en) * | 2016-06-20 | 2016-11-16 | 上海理工大学 | The model test apparatus of many sliding surfaces landslide tunnel, location impact under oscillatory load |
| CN206670883U (en) * | 2017-03-15 | 2017-11-24 | 长安大学 | A kind of oscillating load acts on slope stability test system |
| 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 |
| CN107422098A (en) * | 2017-06-29 | 2017-12-01 | 河海大学 | A kind of slope stability test evaluation system and test evaluation method |
| CN107254881A (en) * | 2017-08-04 | 2017-10-17 | 广西路桥工程集团有限公司 | A kind of slope retaining structure and method for protecting support |
Non-Patent Citations (1)
| Title |
|---|
| 刘昌清 等: "高烈度地震区高边坡支挡结构振动台试验研究", 《岩石力学与工程学报》 * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109537648A (en) * | 2018-12-13 | 2019-03-29 | 西南交通大学 | A kind of simulation open caisson does not drain the experimental provision of suck sediment subsidence |
| CN109580373B (en) * | 2018-12-30 | 2023-11-17 | 浙江工业大学 | Device and method for simulating stress and strain of soil around enlarged head anchor rod |
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| CN109900563A (en) * | 2019-01-28 | 2019-06-18 | 绍兴文理学院 | Oversize anchor structure face shearing test method |
| CN109900563B (en) * | 2019-01-28 | 2022-04-15 | 宁波大学 | Shear test method for oversized anchoring structure surface |
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| CN112461466A (en) * | 2020-10-27 | 2021-03-09 | 同济大学 | Dynamic simulation test system for pile-anchor supporting side slope under earthquake action |
| CN112461466B (en) * | 2020-10-27 | 2021-11-16 | 同济大学 | Dynamic simulation test system for pile-anchor supporting side slope under earthquake action |
| CN112709240A (en) * | 2020-12-29 | 2021-04-27 | 华能澜沧江水电股份有限公司 | Reinforcing anchor rod for fractured and loosened rock mass slope and construction monitoring method |
| CN113074892A (en) * | 2021-04-08 | 2021-07-06 | 核工业西南勘察设计研究院有限公司 | High slope support anti-seismic experimental device and method |
| CN113074892B (en) * | 2021-04-08 | 2023-05-30 | 核工业西南勘察设计研究院有限公司 | High slope support earthquake-resistant experimental device and experimental method |
| CN115655366A (en) * | 2022-10-25 | 2023-01-31 | 广东御鑫建筑工程有限公司 | Slope geotechnical engineering monitoring system |
| CN115655366B (en) * | 2022-10-25 | 2024-02-02 | 广东御鑫建筑工程有限公司 | Side slope geotechnical engineering monitoring system |
| CN117926841A (en) * | 2024-03-25 | 2024-04-26 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
| CN117926841B (en) * | 2024-03-25 | 2024-06-04 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
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