CN107727342A - Wave load loading device and test method based on model groove - Google Patents
Wave load loading device and test method based on model groove Download PDFInfo
- Publication number
- CN107727342A CN107727342A CN201711109600.1A CN201711109600A CN107727342A CN 107727342 A CN107727342 A CN 107727342A CN 201711109600 A CN201711109600 A CN 201711109600A CN 107727342 A CN107727342 A CN 107727342A
- Authority
- CN
- China
- Prior art keywords
- wave
- model
- groove
- model groove
- load
- 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
Links
- 238000010998 test method Methods 0.000 title abstract description 5
- 239000002689 soil Substances 0.000 claims abstract description 49
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 29
- 238000012544 monitoring process Methods 0.000 claims abstract description 15
- 230000008859 change Effects 0.000 claims abstract description 5
- 239000011888 foil Substances 0.000 claims description 26
- 239000004927 clay Substances 0.000 claims description 22
- 238000007596 consolidation process Methods 0.000 claims description 22
- 238000012360 testing method Methods 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 15
- 239000010959 steel Substances 0.000 claims description 15
- 239000000523 sample Substances 0.000 claims description 12
- 210000001364 upper extremity Anatomy 0.000 claims description 12
- 238000002474 experimental method Methods 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 11
- 239000004746 geotextile Substances 0.000 claims description 7
- 239000012530 fluid Substances 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 4
- 239000003651 drinking water Substances 0.000 claims description 3
- 235000020188 drinking water Nutrition 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 239000000835 fiber Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 230000001737 promoting effect Effects 0.000 claims description 3
- CERQOIWHTDAKMF-UHFFFAOYSA-M Methacrylate Chemical compound CC(=C)C([O-])=O CERQOIWHTDAKMF-UHFFFAOYSA-M 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims description 2
- 238000012805 post-processing Methods 0.000 claims description 2
- 239000004593 Epoxy Substances 0.000 claims 1
- 239000011347 resin Substances 0.000 claims 1
- 229920005989 resin Polymers 0.000 claims 1
- 125000004122 cyclic group Chemical group 0.000 abstract description 6
- 238000010276 construction Methods 0.000 abstract description 3
- 238000004088 simulation Methods 0.000 abstract description 3
- 230000008602 contraction Effects 0.000 abstract description 2
- 230000000694 effects Effects 0.000 abstract description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 3
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 3
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 239000003822 epoxy resin Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 229920000647 polyepoxide Polymers 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 239000002352 surface water Substances 0.000 description 2
- 229920005479 Lucite® Polymers 0.000 description 1
- 230000003321 amplification Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000003199 nucleic acid amplification method Methods 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 239000004926 polymethyl methacrylate Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/32—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces
- G01N3/36—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces generated by pneumatic or hydraulic means
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0005—Repeated or cyclic
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- General Health & Medical Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Engineering & Computer Science (AREA)
- Aviation & Aerospace Engineering (AREA)
- Revetment (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The present invention relates to ocean engineering study on construction field, it is desirable to provide a kind of wave load loading device and test method based on model groove.The model groove of the device is cuboid box-structure, and built-in fill stratum, soil layer surface fills water；Above soil layer, push pedal wave maker, Model Pile, wave resistance grid and energy dissipator are sequentially arranged along the length direction of model groove；Loading system includes computer control, hydraulic servo actuator and push pedal wave maker, monitoring system includes being connected to the waveform monitoring system and strain acquisition system of computer control by cable respectively, and wave resistance energy-dissipating system includes permeable wave resistance grid and energy dissipator.The present invention can simulate the cyclic load effects such as offshore pile basis wind-engaging sudden and violent load, wave load in model groove.Realize the contraction scale real simulation loading of wave load.Change the conditions such as wave load amplitude, frequency, number to export different circulation wave loads by adjusting, simulate the situation of load under different natural conditions.
Description
Technical field
The present invention relates to ocean engineering study on construction field, and in particular to a kind of wave load loading dress based on model groove
Put and test method.
Background technology
In ocean engineering construction, pile foundation is very universal by the situation of horizontal whirl-sprayed pile, such as wave load, wind
Load and earthquake load etc., pile peripheral earth accumulated deformation caused by cyclic load and plastic strain increase, superstructure tilt
It is excessive, pile peripheral earth Stiffness, bearing capacity of pile foundation reduce phenomena such as obtained increasing attention.
Currently, it is main using application level constant displacement or constant lotus in the analog study to pile foundation cyclic load
The method of load, but cause the principal element of cyclic load to be wave and wind load in marine environment, both is mainly characterized by
Load action meets the side to load in pile foundation, and theory action area is the half of stake lateral area on clay layer, different from level
Constant displacement and constant load act on a side application point.Wave load can be circulated lotus with real simulation ocean pile foundation by ocean current
The situation of load, the difference of Experimental Comparison and constant displacement and constant load loading lower bearing capacity of pile foundation, STIFFNESS BOTH THE BASE and intensity, more
Recognize situation of the ocean pile foundation by horizontal whirl-sprayed pile well, avoid it is simple using because amplification safety coefficient ensures engineering safety and
Caused by waste, increase economic efficiency.
The content of the invention
The technical problem to be solved in the present invention is to overcome deficiency of the prior art, there is provided a kind of wave lotus of model groove
Carry loading device and test method.
To solve the above problems, the solution of the present invention is as follows：
A kind of wave load loading device based on model groove is provided, including for loading the mould of wave load loading device
Type groove；Also include loading system, monitoring system and wave resistance energy-dissipating system, the concrete structure and annexation of each system are：
The model groove is open-topped cuboid box-structure, its inner lower filling soil layer, soil layer surface and case
Space dress water between body upper limb；Above soil layer, along the length direction of model groove be sequentially arranged push pedal wave maker, Model Pile,
The latter half of wave resistance grid and energy dissipator, wherein Model Pile is inserted vertically into soil layer；In the outside of one short side of model groove
Bottom sets overflow groove, and spilling water trench bottom sets pumping motor, and the outlet of pumping motor is connected to by pipeline at the upper limb of model groove, uses
Pumped back in by the water of spilling in model groove；
The loading system includes computer control, hydraulic servo actuator and push pedal wave maker；Wherein, computer control
Device processed passes through cable connection hydraulic servo actuator (control produces required simulated waves frequency, the high key element of wave), hydraulic pressure
Servo actuator connects push pedal wave maker (power needed for providing) by fluid pressure line, and push pedal wave maker is installed in and overflow groove
At relative model groove side short side, for promoting the current in model groove to form wave；
The monitoring system includes being connected to the waveform monitoring system and strain acquirement of computer control by cable respectively
System；Wherein, waveform monitoring system includes wave pressure device and wave height recorder, and wave pressure device is head sea the pressure probe of side by being placed in Model Pile
Collection pressure data reaches computer control, and the centre position that wave height recorder is fixed on two Model Piles is used to record wave in real time
Height change；Strain acquisition system includes data collector and multiple foil gauges, and strain gauge adhesion is in the mould in soil layer
On the outside of type stake by load axis, each foil gauge is connected with data collector and computer control successively by cable；
The wave resistance energy-dissipating system includes permeable wave resistance grid and energy dissipator；Wherein, wave resistance grid and horizontal direction
Place in 60 ° of angles, and be connected by horizontal support member with energy dissipator；Energy dissipator is the Double-layer plate type knot of upright perforate
Structure, stand between wave resistance grid and model groove short side.
In the present invention, the soil layer is divided into the sandy gravel stratum of lower floor and the clay layer on upper strata, and sandy gravel stratum thickness is 10cm, clay
Distance is at least 20cm between the surface of layer and casing upper limb；The distance between energy dissipator and model groove short side are 5-10cm；
Overflow groove is surrounded by steel plate, and overflow groove is with model groove with wide, a height of 80cm.
In the present invention, the Model Pile is hollow steel pipe, with the cable that each foil gauge connects in the inner chamber through Model Pile
Connect afterwards with data collector.
In the present invention, the Model Pile at least two rows often drain into two less, often arrange Model Pile each parallel to model groove
Short side.
In the present invention, four sides of the model groove and bottom are steel plate；Side short side except setting overflow groove
Outside, the bottom of its excess-three side is provided with the osculum being evenly arranged, and filter screen is housed in osculum.
In the present invention, the wave resistance grid is made up of steel grills and the fiber filter cloth being attached on grills, its
Backwater side is fixed by horizontal support member and is connected to energy dissipator.
In the present invention, the Double-layer plate type structure of the upright perforate of the energy dissipator refers to：In double-deck methacrylate sheet
Upper laying perforate, opening diameter 10cm, porosity 20%；Being coupled between two-ply with transom bolt (can be adjusted between two plates
Distance).
Invention further provides the method that wave load load test is carried out using aforementioned means, including following step
Suddenly：
(1) banket
Soil layer is divided into the sandy gravel stratum of lower floor and the clay layer on upper strata；The first laying depth 10cm in model groove sandy gravel stratum,
Then permeable geotextiles are laid on sandy gravel stratum, recharge clay；The filling of clay is carried out by layer, the 15~20cm that often bankets compactings
And water filling, make the abundant saturation of the soil body；Next layer of clay is filled out after standing again, after the completion of every layer of soil filling, ensures the surface water of soil layer
It is flat, and shaving processing is carried out before filling is continued, avoid artificially being layered；The final upper surface of soil layer is less than the upper limb of model groove
At least more than 20cm；
(2) consolidate
After the completion of soil layer filling, it is abound with preloading on its surface and is consolidated；Record consolidation time simultaneously tests the degree of consolidation, adopts
Degree of consolidation judgement is carried out with penetration test, the control degree of consolidation is in the range of 85%~93%；In consolidation process, according to experiment
Need to open or close the osculum of model trench bottom, for simulating the process of saturation not draining or saturation draining；Consolidate
Cheng Hou, permeable geotextiles are laid in model groove soil layer surface；
(3) Model Pile is loaded
Needed to select the steel pipe of piles with different footpath and length to contact with clay in Model Pile outer as Model Pile according to experiment
Surface mount foil gauge, evenly distributed along stake length direction, the arrangement of stake footpath direction is identical with wave load direction, is applied on the outside of foil gauge
Epoxy resin is protected by, and foil gauge wire passes out of Model Pile；Pressure is disposed in the outer surface that Model Pile contacts with current
Probe；(it will determine that Model Pile is buried according to different tests type and stake footpath size in the consolidation soil of Model Pile press-in specified location
Depth in depth and water, for inner lead in protection Model Pile process of press in, conical pullover can be installed additional at Model Pile bottom)；
(4) instrument and equipment is installed
Push pedal wave maker is installed on model groove side, push pedal wave maker and hydraulic servo actuator connected with fluid pressure line
Together, then with cable connection computer control and hydraulic servo actuator；Wave height recorder is placed in two Model Piles
Between, by the cable connection of connection pressure probe, foil gauge and wave height recorder to computer control；Energy dissipator is stood on and made ripple
The relative model groove side of machine, and leave the inwall 5-10cm of model groove short side；Permeable wave resistance grid is mounted in energy dissipator
Itself and energy dissipator are fixed up between Model Pile, and with horizontal support member；
(5) water filling
Water is injected to soil layer superjacent air space, the distance for making the final water surface and model groove upper limb is 20cm, avoids experiment process
Reclaimed water is overflowed from the side of model groove；
(6) tested
Wave load parameter is set by computer control, starts push pedal wave maker to manufacture wave in model groove；
Pressure probe, foil gauge and wave height recorder collect the data monitored and are sent to computer control, and real-time display simultaneously records survey
Try data；During experiment, by applying wave load to Model Pile and monitoring in real time, research model stake is made in wave load
With the lower influence to bearing capacity of pile foundation, STIFFNESS BOTH THE BASE and intensity；Terminate after the wave cycle loading number that experiment reaches predetermined
Test, gained test data are used for post-processing.
In the present invention, when Model Pile is pressed into the consolidation soil of specified location, to protect the cable inside Model Pile, in mould
Type stake is additionally arranged at the bottom conical pullover.
Compared with prior art, the beneficial effects of the present invention are：
Device of the present invention can simulate the cyclic loads such as offshore pile basis wind-engaging sudden and violent load, wave load in model groove
Effect.Compared to other cyclic load loading devices, the arrangement achieves the loading of the contraction scale real simulation of wave load.
Change the conditions such as wave load amplitude, frequency, number to export different circulation wave loads by adjusting, simulate different natures
Under the conditions of load situation.
Brief description of the drawings
Fig. 1 is the wave load loading device top view of apparatus of the present invention.
Fig. 2 is the wave load loading device longitudinal section of apparatus of the present invention.
Fig. 3 is the permeable wave resistance cell structure schematic diagram of apparatus of the present invention.
In figure mark for：Model groove 1, soil layer 2, overflow groove 3, water pumper 4, computer control and data collector 5, liquid
Press servo actuator 6, push pedal wave maker 7, wave pressure device 8, wave height recorder 9, foil gauge 10, wave resistance grid 11, energy dissipator 12, level
Support member 13, permeable geotextiles 14, drinking-water pipe 15, Model Pile 16.
Embodiment
The present invention is described in further detail below in conjunction with the accompanying drawings：
The wave load loading device based on model groove in the present invention, including for loading wave load loading device
Model groove 1；Also include loading system, monitoring system and wave resistance energy-dissipating system, the concrete structure and annexation of each system are：
Model groove 1 is open-topped cuboid box-structure, and its inner lower loads soil layer 2；Soil layer is divided into lower floor
Sandy gravel stratum and the clay layer on upper strata, sandy gravel stratum thickness are 10cm, and distance is at least between the surface of clay layer and casing upper limb
20cm, the space are used to fill water；In the top of soil layer 2, push pedal wave maker 7, model are sequentially arranged along the length direction of model groove 1
Stake 16, wave resistance grid 11 and energy dissipator 12, the latter half of wherein Model Pile 16 are inserted vertically into soil layer 2；Model Pile 16 to
Rare two row, often drains into two less, often arranges short side of the Model Pile 16 each parallel to model groove 1.In the outer of 1 one short sides of model groove
Side bottom sets overflow groove 3, and overflow groove is surrounded by steel plate, and overflow groove is with model groove with wide, a height of 80cm.The bottom of overflow groove 3, which is set, takes out
Water dispenser 4, the outlet of water pumper 4 is connected at the upper limb of model groove 1 by drinking-water pipe 15, for the water of spilling to be pumped back into model groove
In 1；1 four sides of model groove and bottom are steel plate；In addition to the side short side of overflow groove 3 is set, its excess-three side
The bottom in face is provided with the osculum being evenly arranged, and filter screen is housed in osculum.
The loading system includes computer control, hydraulic servo actuator 6 and push pedal wave maker 7；Wherein, computer
Controller connects push pedal wave maker 7 by cable connection hydraulic servo actuator 6, hydraulic servo actuator 6 by fluid pressure line,
Push pedal wave maker 7 is installed at the side short side of model groove 1 relative with overflow groove 3, for promoting the current in model groove 1 to be formed
Wave；
The monitoring system includes being connected to the waveform monitoring system and strain acquirement of computer control by cable respectively
System；Wherein, waveform monitoring system includes wave pressure device 8 and wave height recorder 9, and wave pressure device 8 is head sea the pressure of side by being placed in Model Pile 16
Power probe collection pressure data reaches computer control, and the centre position that wave height recorder 9 is fixed on two Model Piles 16 is used in fact
The height change of Shi Jilu waves；Strain acquisition system includes data collector and multiple foil gauges 10, and foil gauge 10 is pasted onto
The outside of Model Pile 16 in soil layer 2 by load axis, each foil gauge 10 by cable successively with data collector and
Computer control connects；The Model Pile 16 is hollow steel pipe, with the cable that each foil gauge 10 connects through Model Pile 16
Inner chamber after connect with data collector.
The wave resistance energy-dissipating system includes permeable wave resistance grid 11 and energy dissipator 12；Wherein, wave resistance grid 11 is by steel
Grills processed and the fiber filter cloth composition being attached on grills, wave resistance grid 11 are placed with horizontal direction in 60 ° of angles, its
Backwater side is fixed by horizontal support member 13 and is connected to energy dissipator 12.Energy dissipator 12 is the Double-layer plate type knot of upright perforate
Structure, stand between wave resistance grid 11 and the short side of model groove 1, its distance is 5-10cm；Energy dissipator 12 is in double-deck lucite
Perforate, opening diameter 10cm, porosity 20% are laid on sheet material；Coupled between two-ply with transom bolt, two plates can be adjusted
Between distance.
The method that wave load load test is carried out using aforementioned means, is comprised the following steps：
(1) banket
Soil layer is divided into the sandy gravel stratum of lower floor and the clay layer on upper strata；The first laying depth 10cm in model groove 1 sandy gravel stratum,
Then permeable geotextiles are laid on sandy gravel stratum, recharge clay；The filling of clay is carried out by layer, the 15~20cm that often bankets compactings
And water filling, make the abundant saturation of the soil body；Next layer of clay is filled out after standing again, after the completion of every layer of soil filling, ensures the surface water of soil layer
It is flat, and shaving processing is carried out before filling is continued, avoid artificially being layered；The final upper surface of soil layer is upper less than model groove 1
Edge at least more than 20cm；
(2) consolidate
After the completion of soil layer 2 loads, it is abound with preloading on its surface and is consolidated；Record consolidation time simultaneously tests the degree of consolidation,
Degree of consolidation judgement is carried out using penetration test, the control degree of consolidation is in the range of 85%~93%；In consolidation process, according to examination
The osculum for needing to open or close the bottom of model groove 1 is tested, for simulating the process of saturation not draining or saturation draining；Consolidation
After the completion of, the laying permeable geotextiles 14 on the surface of soil layer 2；
(3) Model Pile is loaded
The steel pipe for needing to select piles with different footpath and length according to experiment contacts as Model Pile 16 in Model Pile 16 with clay
Outer surface paste foil gauge 10, it is evenly distributed along stake length direction, stake footpath direction arrange, foil gauge identical with wave load direction
10 outsides apply epoxy resin and are protected by, and the wire of foil gauge 10 passes out of Model Pile 16；Connect in Model Pile 16 with current
Tactile outer surface placement pressure probe；Model Pile 16 is pressed into the consolidation soil of specified location and (was pressed into for protection Model Pile 16
Inner lead in journey, conical pullover can be additionally arranged at the bottom at it)；
(4) instrument and equipment is installed
Push pedal wave maker 7 is installed on model groove side, with fluid pressure line push pedal wave maker 7 and hydraulic servo actuator
6 connect together, then with cable connection computer control and hydraulic servo actuator 6；Wave height recorder 9 is placed in two Model Piles
16 centre, by the cable connection of connection pressure probe, foil gauge 10 and wave height recorder 9 to computer control；By energy dissipator
12 stand on the model groove side relative with wave maker, and leave the inwall 5-10cm of model groove 1；Permeable wave resistance grid 11 is mounted in
Between energy dissipator 12 and Model Pile 16, and itself and energy dissipator 12 are fixed up with horizontal support member 13；
(5) water filling
Water is injected to the superjacent air space of soil layer 2, the distance for making the final water surface and the upper limb of model groove 1 is 20cm, avoids testing
Cheng Zhongshui overflows from the side of model groove 1；
(6) tested
Wave load parameter is set by computer control, starts push pedal wave maker 7 to manufacture ripple in model groove 1
Wave；Pressure probe, foil gauge 10 and wave height recorder 9 collect the data monitored and are sent to computer control, and real-time display is simultaneously
Record test data；Terminate test when experiment reaches after predetermined wave cycle loads number, gained test data is used for the later stage
Processing.
Wave load loading device enumerated above is only the preferred embodiment of the present invention, it should be pointed out that：For this skill
For the those of ordinary skill in art field, under the premise without departing from the principles of the invention, some improvements and modifications can also be made,
These improvements and modifications also should be regarded as protection scope of the present invention.
Claims (9)
1. a kind of wave load loading device based on model groove, including for loading the model groove of wave load loading device；
Characterized in that, also include loading system, monitoring system and wave resistance energy-dissipating system, the concrete structure and annexation of each system
For：
The model groove is open-topped cuboid box-structure, its inner lower filling soil layer, soil layer surface with casing
Space dress water between edge；Above soil layer, push pedal wave maker, Model Pile, wave resistance are sequentially arranged along the length direction of model groove
The latter half of grid and energy dissipator, wherein Model Pile is inserted vertically into soil layer；In the exterior bottom of one short side of model groove
If overflow groove, spilling water trench bottom sets water pumper, and the outlet of water pumper is connected to by drinking-water pipe at the upper limb of model groove, for that will overflow
The water gone out is pumped back in model groove；
The loading system includes computer control, hydraulic servo actuator and push pedal wave maker；Wherein, computer control
By cable connection hydraulic servo actuator, hydraulic servo actuator connects push pedal wave maker by fluid pressure line, and ripple is made in push pedal
Machine is installed at the model groove side short side relative with overflow groove, for promoting the current in model groove to form wave；
The monitoring system includes being connected to the waveform monitoring system and strain acquisition system of computer control by cable respectively；
Wherein, waveform monitoring system includes wave pressure device and wave height recorder, and wave pressure device is gathered by being placed in the head sea pressure probe of side of Model Pile
Pressure data reaches computer control, and the centre position that wave height recorder is fixed on two Model Piles is used for the height for recording wave in real time
Degree change；Strain acquisition system includes data collector and multiple foil gauges, and strain gauge adhesion is in the Model Pile in soil layer
Outside by load axis, each foil gauge is connected with data collector and computer control successively by cable；
The wave resistance energy-dissipating system includes permeable wave resistance grid and energy dissipator；Wherein, wave resistance grid and horizontal direction are in 60 °
Angle is placed, and is connected by horizontal support member with energy dissipator；Energy dissipator is the Double-layer plate type structure of upright perforate, is stood on
Between wave resistance grid and model groove short side.
2. device according to claim 1, it is characterised in that the soil layer is divided into the sandy gravel stratum of lower floor and the clay on upper strata
Layer, sandy gravel stratum thickness is 10cm, and distance is at least 20cm between the surface of clay layer and casing upper limb；Energy dissipator and model groove
The distance between short side is 5-10cm；Overflow groove is surrounded by steel plate, and overflow groove is with model groove with wide, a height of 80cm.
3. device according to claim 1, it is characterised in that the Model Pile is hollow steel pipe, is connected with each foil gauge
Cable connect behind the inner chamber through Model Pile with data collector.
4. device according to claim 1, it is characterised in that the Model Pile at least two rows, often drain into two less, often
Arrange short side of the Model Pile each parallel to model groove.
5. device according to claim 1, it is characterised in that four sides of the model groove and bottom are steel plate；
In addition to setting the side short side of overflow groove, the bottom of its excess-three side is provided with the osculum being evenly arranged, in osculum
Equipped with filter screen.
6. device according to claim 1, it is characterised in that the wave resistance grid is by steel grills and is attached to grid
Fiber filter cloth composition on frame, its backwater side is fixed by horizontal support member and is connected to energy dissipator.
7. device according to claim 1, it is characterised in that the Double-layer plate type structure of the upright perforate of the energy dissipator
Refer to：Perforate, opening diameter 10cm, porosity 20% are laid on double-deck methacrylate sheet；With crossbeam spiral shell between two-ply
Bolt couples.
8. the method for wave load load test is carried out using claim 1 described device, it is characterised in that including following step
Suddenly：
(1) banket
Soil layer is divided into the sandy gravel stratum of lower floor and the clay layer on upper strata；The first laying depth 10cm in model groove sandy gravel stratum, then
Permeable geotextiles are laid on sandy gravel stratum, recharge clay；The filling of clay is carried out by layer, and the 15~20cm that often bankets is compacted and noted
Water, make the abundant saturation of the soil body；Next layer of clay is filled out after standing again, after the completion of every layer of soil filling, ensures that the surface of soil layer is horizontal, and
Shaving processing is carried out before filling is continued, avoids artificially being layered；The final upper surface of soil layer is less than the upper limb of model groove at least
More than 20cm；
(2) consolidate
After the completion of soil layer filling, it is abound with preloading on its surface and is consolidated；Record consolidation time simultaneously tests the degree of consolidation, using pin
Penetration test carries out degree of consolidation judgement, and the control degree of consolidation is in the range of 85%~93%；In consolidation process, according to experiment needs
The osculum of model trench bottom is opened or closed, for simulating the process of saturation not draining or saturation draining；After the completion of consolidation,
Permeable geotextiles are laid in model groove soil layer surface；
(3) Model Pile is loaded
The steel pipe for needing to select piles with different footpath and length according to experiment is as Model Pile, in the outer surface that Model Pile contacts with clay
Foil gauge is pasted, evenly distributed along stake length direction, the arrangement of stake footpath direction is identical with wave load direction, and epoxy is applied on the outside of foil gauge
Resin is protected by, and foil gauge wire passes out of Model Pile；Disposed in the outer surface that Model Pile top half contacts with current
Pressure probe；By in the consolidation soil of Model Pile press-in specified location；
(4) instrument and equipment is installed
Push pedal wave maker is installed on model groove side, push pedal wave maker and hydraulic servo actuator are connected in one with fluid pressure line
Rise, then with cable connection computer control and hydraulic servo actuator；Wave height recorder is placed in the centre of two Model Piles, will
The cable connection of pressure probe, foil gauge and wave height recorder is connected to computer control；Energy dissipator is stood on and wave maker phase
To model groove side, and leave the inwall 5-10cm of model groove short side；Permeable wave resistance grid is mounted in energy dissipator and mould
Between type stake, and itself and energy dissipator are fixed up with horizontal support member；
(5) water filling
Water is injected to soil layer superjacent air space, the distance for making the final water surface and model groove upper limb is 20cm, avoids experiment process reclaimed water
Overflowed from the side of model groove；
(6) tested
Wave load parameter is set by computer control, starts push pedal wave maker to manufacture wave in model groove；Pressure
Probe, foil gauge and wave height recorder collect the data monitored and are sent to computer control, and real-time display simultaneously records test number
According to；Terminate test when experiment reaches after predetermined wave cycle loads number, gained test data is used for post-processing.
9. according to the method for claim 8, it is characterised in that when Model Pile is pressed into the consolidation soil of specified location, be
The cable inside Model Pile is protected, conical pullover is additionally arranged at the bottom in Model Pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711109600.1A CN107727342B (en) | 2017-11-11 | 2017-11-11 | Wave load loading device based on model groove and test method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711109600.1A CN107727342B (en) | 2017-11-11 | 2017-11-11 | Wave load loading device based on model groove and test method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107727342A true CN107727342A (en) | 2018-02-23 |
| CN107727342B CN107727342B (en) | 2024-05-17 |
Family
ID=61214327
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711109600.1A Active CN107727342B (en) | 2017-11-11 | 2017-11-11 | Wave load loading device based on model groove and test method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107727342B (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108760541A (en) * | 2018-06-27 | 2018-11-06 | 中国海洋大学 | A kind of soil body dynamic test device |
| CN109186937A (en) * | 2018-10-10 | 2019-01-11 | 浙江大学 | Wave experimental rig is made in hydraulic drive type push plate under the conditions of hypergravity |
| CN109357840A (en) * | 2018-12-15 | 2019-02-19 | 浙江禾城工程管理有限公司 | A kind of pin topples deformation load measuring device |
| CN110439042A (en) * | 2019-08-02 | 2019-11-12 | 山东科技大学 | Simulate the multidirectional load test system and method in wind-wave action marine worker basis |
| CN110579333A (en) * | 2019-08-13 | 2019-12-17 | 水利部交通运输部国家能源局南京水利科学研究院 | supergravity field ship traveling wave simulation test device and method |
| CN111189992A (en) * | 2018-11-14 | 2020-05-22 | 新疆水利水电科学研究院 | Engineering soil body frost heaving force testing device |
| CN112986033A (en) * | 2021-02-07 | 2021-06-18 | 国核电力规划设计研究院有限公司 | Submarine cable fatigue damage test device and method |
| CN114323554A (en) * | 2021-11-23 | 2022-04-12 | 国核电力规划设计研究院有限公司 | Submarine suspended cable wave-induced oscillation monitoring test device and monitoring method |
| CN115266021A (en) * | 2022-07-29 | 2022-11-01 | 水利部交通运输部国家能源局南京水利科学研究院 | Ocean stormy wave flow simulation system for geotechnical centrifuge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6082173A (en) * | 1997-09-15 | 2000-07-04 | Wai; Yee Kong | Method and apparatus for pile driving |
| CN101532930A (en) * | 2008-03-14 | 2009-09-16 | 同济大学 | Pile model power-cycle test system |
| CN204594655U (en) * | 2015-03-31 | 2015-08-26 | 山东大学 | A kind of model test apparatus of simulated waves |
| CN105002938A (en) * | 2015-07-29 | 2015-10-28 | 浙江大学 | One-dimensional horizontal circulation load loading device and experiment method thereof |
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
| CN207379694U (en) * | 2017-11-11 | 2018-05-18 | 广州环保投资集团有限公司 | Wave load loading device based on model slot |
-
2017
- 2017-11-11 CN CN201711109600.1A patent/CN107727342B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6082173A (en) * | 1997-09-15 | 2000-07-04 | Wai; Yee Kong | Method and apparatus for pile driving |
| CN101532930A (en) * | 2008-03-14 | 2009-09-16 | 同济大学 | Pile model power-cycle test system |
| CN204594655U (en) * | 2015-03-31 | 2015-08-26 | 山东大学 | A kind of model test apparatus of simulated waves |
| CN105002938A (en) * | 2015-07-29 | 2015-10-28 | 浙江大学 | One-dimensional horizontal circulation load loading device and experiment method thereof |
| CN105424315A (en) * | 2015-11-05 | 2016-03-23 | 河海大学 | Device and method for measuring impact on horizontal bearing performance of pile foundation from waves |
| CN207379694U (en) * | 2017-11-11 | 2018-05-18 | 广州环保投资集团有限公司 | Wave load loading device based on model slot |
Non-Patent Citations (2)
| Title |
|---|
| 刘月琴等: "实验室造波设备及波浪模拟技术的探讨", vol. 28, no. 6, pages 105 - 109 * |
| 马勇等: "波浪生成研究和实验教学用水槽***设计", vol. 41, no. 4, pages 88 - 90 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108760541A (en) * | 2018-06-27 | 2018-11-06 | 中国海洋大学 | A kind of soil body dynamic test device |
| CN109186937A (en) * | 2018-10-10 | 2019-01-11 | 浙江大学 | Wave experimental rig is made in hydraulic drive type push plate under the conditions of hypergravity |
| CN109186937B (en) * | 2018-10-10 | 2023-09-12 | 浙江大学 | Hydraulic drive type push plate wave-making test device under supergravity condition |
| CN111189992A (en) * | 2018-11-14 | 2020-05-22 | 新疆水利水电科学研究院 | Engineering soil body frost heaving force testing device |
| CN109357840A (en) * | 2018-12-15 | 2019-02-19 | 浙江禾城工程管理有限公司 | A kind of pin topples deformation load measuring device |
| CN110439042A (en) * | 2019-08-02 | 2019-11-12 | 山东科技大学 | Simulate the multidirectional load test system and method in wind-wave action marine worker basis |
| CN110579333A (en) * | 2019-08-13 | 2019-12-17 | 水利部交通运输部国家能源局南京水利科学研究院 | supergravity field ship traveling wave simulation test device and method |
| CN110579333B (en) * | 2019-08-13 | 2021-07-02 | 水利部交通运输部国家能源局南京水利科学研究院 | Supergravity field ship traveling wave simulation test device and method |
| CN112986033A (en) * | 2021-02-07 | 2021-06-18 | 国核电力规划设计研究院有限公司 | Submarine cable fatigue damage test device and method |
| CN114323554A (en) * | 2021-11-23 | 2022-04-12 | 国核电力规划设计研究院有限公司 | Submarine suspended cable wave-induced oscillation monitoring test device and monitoring method |
| CN115266021A (en) * | 2022-07-29 | 2022-11-01 | 水利部交通运输部国家能源局南京水利科学研究院 | Ocean stormy wave flow simulation system for geotechnical centrifuge |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107727342B (en) | 2024-05-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107727342A (en) | Wave load loading device and test method based on model groove | |
| Wang et al. | Vertical performance of suction bucket foundation for offshore wind turbines in sand | |
| CN106645640B (en) | A kind of excavation of foundation pit ground centrifuge test device and test method | |
| CN106988352B (en) | Testing method for horizontal bearing capacity of single pile under consideration of soil body pre-consolidation and cyclic load | |
| CN109930635A (en) | The model system and test method of single-pile foundation in a kind of silt soil strata | |
| CN105002938A (en) | One-dimensional horizontal circulation load loading device and experiment method thereof | |
| CN107829451A (en) | Horizontal bidirectional cyclic load loading device and test method based on model casing | |
| CN103969012A (en) | Shake table test real-time loading device for simulating different burial depths of rock tunnel | |
| CN207379694U (en) | Wave load loading device based on model slot | |
| CN106644336B (en) | A kind of frame structure crosses over ground fissure experimental system and method | |
| CN106337446B (en) | A kind of pile foundation resistance to plucking laboratory testing rig and its experimental method | |
| CN107748048A (en) | Sash reinforcement with prestressed anchor side slope shaking table model device and construction method | |
| CN106840086A (en) | The rapidly solidified weak soil experimental rig of low Low Level vacuum method | |
| CN108007800A (en) | A kind of model test apparatus and test method for circulating the sedimentation of the dynamic load soil body | |
| CN206523371U (en) | Pile-soil interface shearing test device | |
| CN105350488B (en) | A kind of assay device of sheet-pile wharf and preparation method thereof and test method | |
| CN203455243U (en) | Novel model testing platform for superstructure-foundation-soil power interaction of offshore wind turbine | |
| CN110344451A (en) | A kind of simulation cement paste around pile reinforcing influences the experimental rig and test method of research on pile foundation level bearer properties | |
| CN211122294U (en) | Model test device for researching soft clay thermal consolidation effect | |
| Tohumcu Özener et al. | Investigation of liquefaction and pore water pressure development in layered sands | |
| CN115341589A (en) | Pile foundation bearing characteristic test device considering high stratum stress influence and using method | |
| CN205012377U (en) | One -dimensional level circulation load loading device | |
| CN108343096B (en) | For measuring offshore wind turbine barrel base impedance,motional composite test device and method | |
| CN206906136U (en) | Consider the test device of artesian water effect Single Pile horizontal bearing characteristic | |
| CN206540536U (en) | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |