CN110106929A - It is a kind of to plug stake to the model test apparatus and test method of neighbouring grouped piles influence - Google Patents
It is a kind of to plug stake to the model test apparatus and test method of neighbouring grouped piles influence Download PDFInfo
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- CN110106929A CN110106929A CN201910474995.8A CN201910474995A CN110106929A CN 110106929 A CN110106929 A CN 110106929A CN 201910474995 A CN201910474995 A CN 201910474995A CN 110106929 A CN110106929 A CN 110106929A
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- 238000010998 test method Methods 0.000 title description 4
- 241000219430 Betula pendula Species 0.000 claims abstract description 146
- 238000011068 load Methods 0.000 claims abstract description 72
- 238000006073 displacement reaction Methods 0.000 claims abstract description 63
- 239000002689 soil Substances 0.000 claims abstract description 53
- 239000002965 rope Substances 0.000 claims abstract description 20
- 238000007405 data analysis Methods 0.000 claims abstract description 13
- 238000006243 chemical reaction Methods 0.000 claims description 19
- 238000005452 bending Methods 0.000 claims description 13
- 125000004122 cyclic group Chemical group 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 230000003068 static Effects 0.000 claims description 5
- 230000000149 penetrating Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 241001417524 Pomacanthidae Species 0.000 claims description 3
- 230000001264 neutralization Effects 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 2
- 230000036633 rest Effects 0.000 claims description 2
- 238000004088 simulation Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 description 7
- 239000011888 foil Substances 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 229910000838 Al alloy Inorganic materials 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000005611 electricity Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
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- 238000000605 extraction Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000003208 petroleum Substances 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The invention discloses a kind of plug stakes to the model test apparatus of neighbouring grouped piles influence, including cabinet, it is equipped in cabinet using the saturation inbuilt neighbouring single pile of the soil body and a neighbouring clump of piles, shoe is equipped between neighbouring single pile and a neighbouring clump of piles, shoe is driven by electric cylinder, single pile horizontally tracting rope is equipped with far from a lateral roof of shoe in neighbouring single pile, single pile traction counterweight is hung on single pile horizontally tracting rope, clump of piles horizontally tracting rope is equipped with far from a lateral roof of shoe in a neighbouring clump of piles, clump of piles traction counterweight is hung on clump of piles horizontally tracting rope, single pile horizontal displacement guide rail is equipped in the top of neighbouring single pile, clump of piles horizontal displacement guide rail is equipped in the top of a neighbouring clump of piles.The method that plug stake influences to test on Adjacent Pile is carried out using above-mentioned model test apparatus the invention also discloses a kind of.The mode of simulation loading of the present invention is more nearly actual condition, and data analysis can be made more accurate.
Description
Technical field
The present invention relates to a kind of jack-up unit pile bearing capacity experiment devices more particularly to a kind of plug stake to neighbouring group
The model test apparatus and test method that stake influences.
Background technique
Jackup vessel is a kind of working ship with platform feature, because of biggish bearing capacity, good stabilization
The advantages that property and flexible locomotivity, is widely used in marine petroleum development.Drill ship is usually needed in built conduit
Body panel operation nearby needs the shoe of injection major diameter fixed flat based on during drill ship installation is in place
Platform, if close apart from existing platform, will produce bigger effect neighboring piles, existing research shows in water during pitching pile
Under flat load action, when adjacent two in clump of piles stake spacing are less than Critical Pile spacing, each single pile will pass through the phase of inter-pile soil
Interaction generates efficiency of pile groups, plugs and unplugs influence of the process to Adjacent Pile basis to study drill ship, at home and abroad correlation is ground
On the basis of studying carefully, carry out the model test influenced in the pile pulling of horizontal force action underthrust on Adjacent Pile, this problem is studied, has
It is significant.
Summary of the invention
The present invention is to solve technical problem present in well-known technique and provide one kind in horizontal force action underthrust pile pulling pair
The model test apparatus and test method of neighbouring grouped piles influence.
The present invention is to solve the technical solution that technical problem present in well-known technique is taken: a kind of plug stake
To the model test apparatus of neighbouring grouped piles influence, including cabinet, it is equipped in the cabinet inbuilt neighbouring using the saturation soil body
Single pile and a neighbouring clump of piles, the neighbouring single pile and the neighbouring clump of piles use the stake of identical structure, identical size；Described neighbouring
Shoe is equipped between single pile and the neighbouring clump of piles, the shoe is driven by electric cylinder, and the electric cylinder is mounted on reaction frame,
The reaction frame is fixed in the top of the cabinet, and force snesor, the electricity are equipped between the electric cylinder and the shoe
Dynamic cylinder is connect with Loading Control System；Single pile horizontally tracting is equipped with far from a lateral roof of the shoe in the neighbouring single pile
Rope is hung with single pile traction counterweight, in the side of the neighbouring clump of piles far from the shoe on the single pile horizontally tracting rope
Top is equipped with clump of piles horizontally tracting rope, and clump of piles traction counterweight, the single pile traction are hung on the clump of piles horizontally tracting rope
Counterweight and clump of piles traction counterweight are arranged at the outside of the cabinet；It is horizontal that single pile is equipped in the top of the neighbouring single pile
Displacement guide rail, the single pile horizontal displacement guide rail are fixed on the reaction frame, are equipped on the single pile horizontal displacement guide rail
Roller I, the roller I are equipped with the turning rolls I being inserted into casing I, and described sleeve pipe I is fixed on the top of the neighbouring single pile vertically
Portion；It is equipped with clump of piles horizontal displacement guide rail in the top of the neighbouring clump of piles, the clump of piles horizontal displacement guide rail is fixed in described anti-
On power frame, roller II is equipped on the clump of piles horizontal displacement guide rail, the roller II is equipped with the idler wheel being inserted into casing II
Frame II, described sleeve pipe II are fixed on the top of the neighbouring clump of piles vertically；It is horizontal that single pile is equipped at the top of the neighbouring single pile
Displacement sensor is equipped with clump of piles horizontal displacement sensors at the top of the neighbouring clump of piles；On the pile body of the neighbouring single pile
Equipped with the single pile strain transducer that multiple groups are arranged along pile body length direction, in the neighbouring clump of piles, close to the shoe side
Stake be equipped with the clump of piles strain transducer arranged along pile body length direction of multiple groups；The single pile strain transducer, the clump of piles
Strain transducer, the single pile horizontal displacement sensors, the clump of piles horizontal displacement sensors and the force snesor with number
It is connected according to analysis system.
It is equipped with the metalling being located at below the saturation soil body in the cabinet, was provided in the sidewall bottom of the cabinet
Penstock.
The present invention is to solve another technical solution that technical problem present in well-known technique is taken: a kind of application
Above-mentioned model test apparatus, which carries out plug stake, influences the method for test on Adjacent Pile, using following steps:
One) gradually straight to the horizontal loading far from shoe direction is applied adjacent to single pile pile crown using the classification of single pile traction counterweight
To maximum permissible value, gradually apply the horizontal loading far from shoe direction to neighbouring clump of piles pile crown using the classification of clump of piles traction counterweight
Until maximum permissible value；
The maximum permissible value for applying horizontal loading to neighbouring single pile and neighbouring clump of piles pile crown determines method:
1) it is constrained using ABAQUS finite element software according to the parameter and pile crown of neighbouring single pile and neighbouring the used stake of a clump of piles
Condition establishes beam on nonlinear foundation model；
2) add a soil spring every a set distance along depth direction on the pile body of model, according to formula 1-1 and
Formula 1-2 and formula 1-3 determines the p-y data of each soil spring:
Pus=(C1x+C2d)γx (1-2)
Pud=C3dγx (1-3)
In formula: PuUltimate soil resistance at-depth x takes the minimum value of formula (1-2) Yu formula (1-3)；
The coefficient of A-consideration cyclic load or dead load state, A=0.9 when cyclic load, short-term static load:
K-coefficient of subgrade reaction；
γ-soil body effective unit weight, kN/m3；
Z-soil body depth, m；
D-shoe diameter, m；
C1、C2、C3- the coefficient influenced by inner friction angel of sandy soil；
The diameter of d-neighbouring single pile and neighbouring the used stake of a clump of piles, m
PusThe ultimate soil resistance of-shallow soil, KN/m；
PudThe ultimate soil resistance of-deep soil, KN/m；
The lateral practical earth resistance of P-, kpa；
The lateral practical displacement of y-, mm；
3) ultimate bending moment of neighbouring single pile and neighbouring the used stake of a clump of piles is determined using formula 1-4
In formula: σ-yield strength；
Mmax- ultimate bending moment；
ybMaximum distance of-pile body the edge to neutral axis；
I-cross sectional moment of inertia；
4) the Limiting Level load that neighbouring single pile and neighbouring the used pile head of a clump of piles can be born is determined
First by soil spring data unbalanced input ground beam model, then by being applied repeatedly at the top of beam on nonlinear foundation
Add horizontal loading, to obtain maximal bending moment of the Model Pile under respective horizontal load action, until in beam on nonlinear foundation mould
The horizontal loading applied at the top of type keeps the maximal bending moment of model pile body and the limit of neighbouring single pile and neighbouring the used stake of a clump of piles curved
Square is equal, determines the Limiting Level load that the horizontal loading can bear for neighbouring single pile and neighbouring the used pile head of a clump of piles.
5) determine that neighbouring single pile and neighbouring the used pile head of a clump of piles apply the maximum permissible value of horizontal loading
The Limiting Level load that neighbouring single pile and neighbouring the used pile head of a clump of piles can be born is divided by a safety coefficient
As apply the maximum permissible value of horizontal loading adjacent to single pile pile crown；
The maximum permissible value that neighbouring single pile pile crown is applied horizontal loading is as neighbouring multiplied by the quantity of stake in a neighbouring clump of piles
The maximum permissible value for the horizontal loading that clump of piles pile crown applies；
Two) using Loading Control System control electric cylinder according to setting speed injection shoe to projected depth, at the same it is described
Single pile strain transducer, the clump of piles strain transducer, the single pile horizontal displacement sensors, the clump of piles horizontal displacement sensing
Device and force snesor acquisition related data are simultaneously transferred to data analysis system；
Three) the vertical penetrating power of shoe is unloaded to by maximum shoe penetration resistance using Loading Control System control electric cylinder
50%, then make shoe rest in soil layer remain stationary until case in the soil body reach consolidation；
Four) shoe is above mentioned using Loading Control System control electric cylinder and implements pile pulling, until the single pile after shoe extraction
Strain transducer, the clump of piles strain transducer, the single pile horizontal displacement sensors and the clump of piles horizontal displacement sensors
Numerical stability it is constant after terminate to test, while the single pile strain transducer, the clump of piles strain transducer, the single pile
Horizontal displacement sensors, the clump of piles horizontal displacement sensors and force snesor acquisition related data are simultaneously transferred to data point
Analysis system.
The advantages and positive effects of the present invention are: limit pile crown rotation under conditions of, can simulate various soil mass,
Different shoe relative positions and different swapping process, and data are acquired by various sensors, it can using data analysis system
To obtain under different operating conditions, influence of the shoe swapping process to neighbouring single pile and a clump of piles.The mode of simulation loading is more nearly
Actual condition can make data analysis more accurate.
Detailed description of the invention
Fig. 1 is a kind of structural schematic diagram of the plug stake of the present invention to the model test apparatus of neighbouring grouped piles influence；
Fig. 2 is the top view of Fig. 1；
Fig. 3 is neighbouring single pile structural schematic diagram of the invention；
Fig. 4 is neighbouring clump of piles structural schematic diagram of the invention；
Fig. 5 is neighbouring single pile and neighbouring clump of piles horizontal displacement guide rail structure schematic diagram of the invention；
Fig. 6 is pile shoe structure schematic diagram of the invention.
In figure: 1, cabinet；2, reaction frame；3, neighbouring single pile；4, a neighbouring clump of piles；5, shoe；6, Loading Control System；7, number
According to analysis system；8, electric cylinder；9, force snesor；10, it is saturated the soil body；11-1, single pile horizontally tracting rope；11-2, a clump of piles are horizontal
Traction rope；12-1, single pile draw counterweight；12-2, a clump of piles draw counterweight；13-1, single pile horizontal displacement guide rail；13-2, clump of piles water
Flat displacement guide rail；14-1 roller I；14-2, roller II；15-1, casing I；15-2, casing II；16-1, turning rolls I；16-2, rolling
Wheel carrier II；17-1, single pile horizontal displacement sensors；17-2, clump of piles horizontal displacement sensors；18-1, single pile strain transducer；
18-2, clump of piles strain transducer；19, metalling；20, penstock is crossed.
Specific embodiment
In order to further understand the content, features and effects of the present invention, the following examples are hereby given, and cooperate attached drawing
Detailed description are as follows:
FIG. 1 to FIG. 6, a kind of model test apparatus that plug stake influences a neighbouring clump of piles 4, including cabinet 1 are please referred to, in institute
State be equipped in cabinet 1 using the inbuilt neighbouring single pile 3 of the saturation soil body 10 with adjacent to a clump of piles 4, the neighbouring single pile 3 and described neighbouring
A clump of piles 4 uses the stake of identical structure, identical size；The neighbouring single pile 3 is made of a pile, and the neighbouring single pile 4 is by least
Two piles are constituted.
Shoe 5 is equipped between the neighbouring single pile 3 and the neighbouring clump of piles 4, the shoe 5 is driven by electric cylinder 8, institute
Electric cylinder 8 is stated to be mounted on reaction frame 2, the reaction frame 2 is fixed in the top of the cabinet 1, the electric cylinder 8 with it is described
Force snesor 9 is equipped between shoe 5, for measuring the vertical penetrating power that the electric cylinder 8 passes to the shoe 5.The electricity
Dynamic cylinder 8 is connect with Loading Control System 6.
It is equipped with single pile horizontally tracting rope 11-1 far from a lateral roof of the shoe 5 in the neighbouring single pile 3, in the list
It is hung with single pile traction counterweight 12-1 on stake horizontally tracting rope 11-1, is pushed up in the neighbouring clump of piles 4 far from the side of the shoe 5
Portion is equipped with clump of piles horizontally tracting rope 11-2, and clump of piles traction counterweight 12-2, institute are hung on the clump of piles horizontally tracting rope 11-2
It states single pile traction counterweight 12-1 and clump of piles traction counterweight 12-2 is arranged at the outside of the cabinet 1, for being classified gradually
Apply horizontal applied force to the neighbouring single pile 3 and the neighbouring clump of piles 4.
It is equipped in the top of the neighbouring single pile 3 along the single pile horizontal displacement guide rail 13-1 extended far from 5 direction of shoe, institute
It states single pile horizontal displacement guide rail 13-1 to be fixed on the reaction frame 2, rolling is equipped on the single pile horizontal displacement guide rail 13-1
I 14-1 is taken turns, the roller I 14-1 is equipped with I 16-1 of turning rolls being inserted into I 15-1 of casing, and I 15-1 of described sleeve pipe is fixed vertically
At the top of the neighbouring single pile 3, above structure is used to constrain the neighbouring single pile 3 and only does the horizontal shifting far from 5 direction of shoe
It is dynamic, it is not able to rotate；It is equipped in the top of the neighbouring clump of piles 4 along the clump of piles horizontal displacement guide rail 13- extended far from 5 direction of shoe
2, the clump of piles horizontal displacement guide rail 13-2 is fixed on the reaction frame 2, is set on the clump of piles horizontal displacement guide rail 13-2
There are roller II 14-2, the roller II 14-2 to be equipped with II 16-2 of turning rolls, II 15- of described sleeve pipe being inserted into II 15-2 of casing
2 are fixed on the top of the neighbouring clump of piles 4 vertically, and above structure is only done for constraining the neighbouring clump of piles 4 far from 5 direction of shoe
Move horizontally, be not able to rotate.
It is equipped with single pile horizontal displacement sensors 17-1 at the top of the neighbouring single pile 3, at the top of the neighbouring clump of piles 4
Equipped with clump of piles horizontal displacement sensors 17-2.
The single pile strain transducer 18- that multiple groups are arranged along pile body length direction is equipped on the pile body of the neighbouring single pile 3
1, multiple groups, which are equipped with, in the neighbouring clump of piles 4, in the stake of 5 side of shoe answers along the clump of piles that pile body length direction is arranged
Become sensor 18-2.
The single pile strain transducer 18-1, the clump of piles strain transducer 18-2, the single pile horizontal displacement sensors
17-1, the clump of piles horizontal displacement sensors 17-2 and the force snesor 9 are connect with data analysis system 7.
In the present embodiment, the metalling 19 being located at below the saturation soil body 10 is equipped in the cabinet 1, in the cabinet
1 sidewall bottom was provided with penstock 20.The effect that metalling 19 is arranged is to reduce when carrying out soil body saturation to the soil body
Disturbance prevents soil to be carried in draining.The shoe 5 is made using aluminum alloy materials, and the top of shoe 5 is reserved with
The jack being connect with electric cylinder 8, maximum gauge 0.18m.Clear spacing between neighbouring single pile 3, neighbouring 5 edge of a clump of piles 4 and shoe
It is for 0.045m (0.25D).Neighbouring single pile 3 is tube and pipe of aluminium alloy, diameter 0.012m, wall thickness 0.001m, long 0.91m, material
Yield strength 170MPa, elasticity modulus 70GPa.Single pile strain transducer 18-1 uses resistance strain gage, foil gauge size of foundation base
4.6mm × 3.6mm, gauge length 1.5mm, 350 ohm of resistance value.On the basis of stake bottom, every 0.1m, a pair of of measurement foil gauge is arranged,
9 pairs of measurement foil gauges are arranged altogether, are connect by the measure traverse line inside neighbouring single pile 3 with data analysis system, data analysis system
System includes bridge box, deformeter and control computer.Neighbouring 4 material of a clump of piles and parameter are tube and pipe of aluminium alloy with neighbouring single pile 3,
Diameter 0.012m, wall thickness 0.001m, long 0.91m, material yield strength 170MPa, elasticity modulus 70GPa.Clump of piles strain transducer
18-2 uses resistance strain gage, foil gauge size of foundation base 4.6mm × 3.6mm, gauge length 1.5mm, and 350 ohm of resistance value.It is with stake bottom
Benchmark, every 0.1m, a pair of of measurement foil gauge of arrangement arranges 9 pairs of measurement foil gauges altogether, by a clump of piles 4, close shoe
Measure traverse line inside the stake of side is connect with data analysis system.Single pile horizontally tracting rope 11-1 is bypassed and is mounted on reaction frame 2
Fixed pulley with outside cabinet 1 a clump of piles traction counterweight 12-1 connect, clump of piles horizontally tracting rope 11-2 bypass be mounted on reaction frame 2
Fixed pulley with outside cabinet 1 a clump of piles traction counterweight 12-2 connect.Loading Control System 6 includes servo motor, servo loading dress
It sets, signal amplifier, wave emitter and computer control system.
The installation method of above-mentioned model test apparatus:
1) reaction frame 2 is fixed on cabinet 1, electric cylinder 8 is installed on reaction frame 2, and shoe 5 is connected on electric cylinder 8,
Force snesor 9 is connected between shoe 5 and electric cylinder 8；
2) position of neighbouring single pile 3 and a neighbouring clump of piles 4 is determined according to the position of shoe 5, and will neighbouring single pile 3 and neighbouring group
Stake 4 is embedded on the position having determined with dry ground, and neighbouring single pile 3 and a neighbouring clump of piles 4 should remain vertical.
3) II 15-2 of I 15-1 of casing and casing being vertically arranged is welded at the top of neighbouring single pile 3 and a neighbouring clump of piles 4, covered
II 16-2 of I 16-1 of turning rolls and turning rolls is inserted in II 15-2 of I 15-1 of pipe and casing respectively, utilizes roller I 14-1 and roller II
The position of 14-2 determines the position of single pile horizontal displacement guide rail 13-1 and clump of piles horizontal displacement guide rail 13-2, and by single pile horizontal position
Guide rail 13-1 and clump of piles horizontal displacement guide rail 13-2 is moved to be fixed on reaction frame 2；
4) passed through penstock 20 to be slowly saturated the soil body in case, after the completion of saturation, static 12 hours；
5) single pile horizontal displacement sensors 13-1 is installed at the top of neighbouring single pile 3, group is installed at the top of a neighbouring clump of piles 4
Stake horizontal displacement sensors 13-2；
6) joint test route, and debugging test instrument.Then can start to test.
Plug stake is carried out on the method for Adjacent Pile influence test, using following steps using above-mentioned model test apparatus of stating:
One) gradually apply the level far from 5 direction of shoe to neighbouring 3 pile crown of single pile using single pile traction counterweight 12-1 classification
Load is gradually applied to neighbouring 4 pile crown of a clump of piles far from 5 side of shoe until maximum permissible value using clump of piles traction counterweight 12-2 classification
To horizontal loading until maximum permissible value；It after every grade of loaded, needs static 2 hours, after pile deflection is stablized, can just apply
Add next stage load.
The maximum permissible value for applying horizontal loading to neighbouring single pile 3 and neighbouring 4 pile crown of a clump of piles determines method:
1) parameter using ABAQUS finite element software according to neighbouring single pile 3 and adjacent to the used stake of a clump of piles 4 and pile crown be about
Beam condition establishes beam on nonlinear foundation model；
2) add a soil spring every a set distance along depth direction on the pile body of model, according to formula 1-1 and
Formula 1-2 and formula 1-3 determines the p-y data of each soil spring:
Pus=(C1x+C2d)γx (1-2)
Pud=C3dγx (1-3)
In formula: PuUltimate soil resistance at-depth x takes the minimum value of formula (1-2) Yu formula (1-3)；
The coefficient of A-consideration cyclic load or dead load state, A=0.9 when cyclic load, short-term static load:
K-coefficient of subgrade reaction；
10 effective unit weight of γ-soil body, kN/m3；
10 depth of z-soil body, m；
5 diameter of D-shoe, m；
C1、C2、C3- the coefficient influenced by inner friction angel of sandy soil；
The diameter of d-neighbouring single pile 3 and neighbouring the used stake of a clump of piles 4, m
PusThe ultimate soil resistance of-shallow soil, KN/m；
PudThe ultimate soil resistance of-deep soil, KN/m；
The lateral practical earth resistance of P-, kpa；
The lateral practical displacement of y-, mm；
3) ultimate bending moment of neighbouring single pile 3 and neighbouring the used stake of a clump of piles 4 is determined using formula 1-4
In formula: σ-yield strength；
Mmax- ultimate bending moment；
ybMaximum distance of-pile body the edge to neutral axis；
I-cross sectional moment of inertia；
4) the Limiting Level load that neighbouring single pile 3 and neighbouring the used pile head of a clump of piles 4 can be born is determined
First by soil spring data unbalanced input ground beam model, then by being applied repeatedly at the top of beam on nonlinear foundation
Add horizontal loading, to obtain maximal bending moment of the Model Pile under respective horizontal load action, until in beam on nonlinear foundation mould
The horizontal loading applied at the top of type makes the maximal bending moment of model pile body and the limit of neighbouring single pile 3 and neighbouring the used stake of a clump of piles 4
Moment of flexure is equal, determine the horizontal loading by neighbouring single pile 3 and a neighbouring clump of piles 4 the Limiting Level lotus that can bear of use pile head
It carries.
5) determine that neighbouring single pile 3 and neighbouring the used pile head of a clump of piles 4 apply the maximum permissible value of horizontal loading
The Limiting Level load that neighbouring single pile 3 and neighbouring the used pile head of a clump of piles 4 can be born is divided by a safety system
Number is the maximum permissible value that neighbouring 3 pile crown of single pile applies horizontal loading；
Neighbouring 3 pile crown of single pile is applied into the maximum permissible value of horizontal loading multiplied by the quantity as neighbour of stake in a neighbouring clump of piles 4
The maximum permissible value for the horizontal loading that nearly 4 pile crown of a clump of piles applies；
Two) electric cylinder 8 is controlled according to setting speed injection shoe 5 to projected depth using Loading Control System 6, while institute
State single pile strain transducer 18-1, the clump of piles strain transducer 18-2, the single pile horizontal displacement sensors 17-1, the group
Stake horizontal displacement sensors 17-2 and the force snesor 9 acquire related data and are transferred to data analysis system 7；
Three) electric cylinder 8 is controlled using Loading Control System 6 and the vertical penetrating power of shoe 5 is unloaded to maximum 5 injection of shoe
The 50% of resistance rests on shoe 5 in soil layer 10 and remains stationary until the soil body 10 reaches consolidation in case 1；
Four) electric cylinder 8 is controlled using Loading Control System 6 and above proposes the implementation pile pulling of shoe 5, until shoe 5 is described after extracting
Single pile strain transducer 18-1, the clump of piles strain transducer 18-2, the single pile horizontal displacement sensors 17-1 and the group
Terminate to test after the numerical stability of stake horizontal displacement sensors 17-2 is constant, while the single pile strain transducer 18-1, institute
State clump of piles strain transducer 18-2, the single pile horizontal displacement sensors 17-1, the clump of piles horizontal displacement sensors 17-2 and
The force snesor 9 acquires related data and is transferred to data analysis system 7.
Claims (3)
1. a kind of plug stake is to the model test apparatus of neighbouring grouped piles influence, which is characterized in that including cabinet, in the cabinet
Equipped with using the saturation inbuilt neighbouring single pile of the soil body and a neighbouring clump of piles, the neighbouring single pile and the neighbouring clump of piles are using identical knot
The stake of structure, identical size；
Shoe is equipped between the neighbouring single pile and the neighbouring clump of piles, the shoe is driven by electric cylinder, the electric cylinder
It is mounted on reaction frame, the reaction frame is fixed in the top of the cabinet, is equipped between the electric cylinder and the shoe
Force snesor, the electric cylinder are connect with Loading Control System；
It is equipped with single pile horizontally tracting rope far from a lateral roof of the shoe in the neighbouring single pile, in the single pile horizontally tracting
It is hung with single pile traction counterweight on rope, is equipped with clump of piles horizontally tracting far from a lateral roof of the shoe in the neighbouring clump of piles
Rope, is hung with clump of piles traction counterweight on the clump of piles horizontally tracting rope, and the single pile traction counterweight and the clump of piles draw weight
Code is arranged at the outside of the cabinet；
It is equipped with single pile horizontal displacement guide rail in the top of the neighbouring single pile, the single pile horizontal displacement guide rail is fixed in described anti-
On power frame, roller I is equipped on the single pile horizontal displacement guide rail, the roller I is equipped with the turning rolls I being inserted into casing I,
Described sleeve pipe I is fixed on the top of the neighbouring single pile vertically；Clump of piles horizontal displacement is equipped in the top of the neighbouring clump of piles to lead
Rail, the clump of piles horizontal displacement guide rail are fixed on the reaction frame, and roller II is equipped on the clump of piles horizontal displacement guide rail,
The roller II is equipped with the turning rolls II being inserted into casing II, and described sleeve pipe II is fixed on the top of the neighbouring clump of piles vertically
Portion；
Single pile horizontal displacement sensors are equipped at the top of the neighbouring single pile, are equipped with clump of piles water at the top of the neighbouring clump of piles
Prosposition displacement sensor；
The single pile strain transducer that multiple groups are arranged along pile body length direction is equipped on the pile body of the neighbouring single pile, in the neighbour
Stake in a nearly clump of piles, close to the shoe side is equipped with the clump of piles strain transducer that multiple groups are arranged along pile body length direction；
The single pile strain transducer, the clump of piles strain transducer, the single pile horizontal displacement sensors, the clump of piles are horizontal
Displacement sensor and the force snesor are connect with data analysis system.
2. plug stake according to claim 1 is to the model test apparatus of neighbouring grouped piles influence, which is characterized in that described
It is equipped with the metalling being located at below the saturation soil body in cabinet, the sidewall bottom of the cabinet was provided with penstock.
3. a kind of apply model test apparatus as described in claim 1 to carry out the method that plug stake influences to test on Adjacent Pile,
It is characterized in that, using following steps:
One) gradually apply the horizontal loading far from shoe direction until most to neighbouring single pile pile crown using the classification of single pile traction counterweight
Big permissible value, gradually apply the horizontal loading far from shoe direction to neighbouring clump of piles pile crown using the classification of clump of piles traction counterweight until
Maximum permissible value；
The maximum permissible value for applying horizontal loading to neighbouring single pile and neighbouring clump of piles pile crown determines method:
1) using ABAQUS finite element software according to the parameter and pile crown constraint condition of neighbouring single pile and neighbouring the used stake of a clump of piles
Establish beam on nonlinear foundation model；
2) soil spring is added every a set distance along depth direction on the pile body of model, according to formula 1-1 and formula
1-2 and formula 1-3 determines the p-y data of each soil spring:
Pus=(C1x+C2d)γx (1-2)
Pud=C3dγx (1-3)
In formula: PuUltimate soil resistance at-depth x takes the minimum value of formula (1-2) Yu formula (1-3)；
The coefficient of A-consideration cyclic load or dead load state, A=0.9 when cyclic load, short-term static load:
K-coefficient of subgrade reaction；
γ-soil body effective unit weight, kN/m3；
Z-soil body depth, m；
D-shoe diameter, m；
C1、C2、C3- the coefficient influenced by inner friction angel of sandy soil；
The diameter of d-neighbouring single pile and neighbouring the used stake of a clump of piles, m
PusThe ultimate soil resistance of-shallow soil, KN/m；
PudThe ultimate soil resistance of-deep soil, KN/m；
The lateral practical earth resistance of P-, kpa；
The lateral practical displacement of y-, mm；
3) ultimate bending moment of neighbouring single pile and neighbouring the used stake of a clump of piles is determined using formula 1-4
In formula: σ-yield strength；
Mmax- ultimate bending moment；
ybMaximum distance of-pile body the edge to neutral axis；
I-cross sectional moment of inertia；
4) the Limiting Level load that neighbouring single pile and neighbouring the used pile head of a clump of piles can be born is determined
First by soil spring data unbalanced input ground beam model, then by applying water repeatedly at the top of beam on nonlinear foundation
Flat load, to obtain maximal bending moment of the Model Pile under respective horizontal load action, until on beam on nonlinear foundation model top
The horizontal loading that portion applies makes the ultimate bending moment phase of the maximal bending moment of model pile body with neighbouring single pile and neighbouring the used stake of a clump of piles
Deng determining the Limiting Level load that the horizontal loading can bear for neighbouring single pile and neighbouring the used pile head of a clump of piles.
5) determine that neighbouring single pile and neighbouring the used pile head of a clump of piles apply the maximum permissible value of horizontal loading
It is divided by a safety coefficient by the Limiting Level load that neighbouring single pile and neighbouring the used pile head of a clump of piles can be born
Neighbouring single pile pile crown applies the maximum permissible value of horizontal loading；
Neighbouring single pile pile crown is applied into the maximum permissible value of horizontal loading multiplied by the as neighbouring clump of piles of quantity of stake in a neighbouring clump of piles
The maximum permissible value for the horizontal loading that pile crown applies；
Two) using Loading Control System control electric cylinder according to setting speed injection shoe to projected depth, while the single pile
Strain transducer, the clump of piles strain transducer, the single pile horizontal displacement sensors, the clump of piles horizontal displacement sensors and
The force snesor acquires related data and is transferred to data analysis system；
Three) the vertical penetrating power of shoe is unloaded to by maximum shoe penetration resistance using Loading Control System control electric cylinder
50%, it rests on shoe in soil layer and remains stationary until the soil body reaches consolidation in case；
Four) shoe is above mentioned using Loading Control System control electric cylinder and implements pile pulling, until shoe single pile strain after extracting
Sensor, the clump of piles strain transducer, the single pile horizontal displacement sensors and the clump of piles horizontal displacement sensors number
Value stablize it is constant after terminate to test, while the single pile strain transducer, the clump of piles strain transducer, the single pile are horizontal
Displacement sensor, the clump of piles horizontal displacement sensors and force snesor acquisition related data are simultaneously transferred to data analysis system
System.
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| CN201910474995.8A CN110106929A (en) | 2019-06-03 | 2019-06-03 | It is a kind of to plug stake to the model test apparatus and test method of neighbouring grouped piles influence |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110826139A (en) * | 2019-11-18 | 2020-02-21 | 天津大学前沿技术研究院 | Method for evaluating interaction influence of pile inserting under horizontal force on adjacent pile groups |
| CN113026831A (en) * | 2021-03-26 | 2021-06-25 | 江苏科技大学 | Self-elevating platform pile shoe operation simulation experiment device and experiment control method thereof |
-
2019
- 2019-06-03 CN CN201910474995.8A patent/CN110106929A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110826139A (en) * | 2019-11-18 | 2020-02-21 | 天津大学前沿技术研究院 | Method for evaluating interaction influence of pile inserting under horizontal force on adjacent pile groups |
| CN110826139B (en) * | 2019-11-18 | 2023-01-31 | 天津大学前沿技术研究院 | Method for evaluating influence of pile insertion under horizontal force on interaction of adjacent pile groups |
| CN113026831A (en) * | 2021-03-26 | 2021-06-25 | 江苏科技大学 | Self-elevating platform pile shoe operation simulation experiment device and experiment control method thereof |
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