CN107389897B - Foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device and method - Google Patents
Foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device and method Download PDFInfo
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- CN107389897B CN107389897B CN201710445063.1A CN201710445063A CN107389897B CN 107389897 B CN107389897 B CN 107389897B CN 201710445063 A CN201710445063 A CN 201710445063A CN 107389897 B CN107389897 B CN 107389897B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- Force Measurement Appropriate To Specific Purposes (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention provides a kind of foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device and method, comprising: splicing barricade, loading bolt, load turn, miniature soil pressure sensor, rubber film and model casing；Splicing barricade and loading bolt are all set at the one side wall of model casing, and splicing barricade is located at the inside of side wall and parallel with side wall, side-wall outer side are provided with several vertical ribbed stiffeners and horizontal ribbed stiffener, splicing barricade is spliced by several contour wall pieces to be formed；Miniature soil pressure sensor is arranged in each wall on piece, and rubber film covers and is bonded in wall on piece；One end of multiple loading bolts passes through side wall outside model casing, reaches each wall piece of splicing barricade, and loading bolt can be turned.The present invention can simulate the lateral pressure of foundation pit stage excavation process supporting construction, provide foundation for engineering design and supporting；The regularity of distribution of supporting construction lateral pressure and its changing rule with displacement when can study non-uniform displacement.
Description
Technical field
The present invention relates to the indoor model tests of geotechnical engineering, and in particular, to a kind of foundation pit stage excavation with it is non-homogeneous
It is displaced supporting lateral pressure test device and method when operating condition.
Background technique
Foundation pit gradually excavates off-load, and the regularity of distribution of soil pressure is the important content of base pit engineering research in supporting construction,
It is also the foundation of Foundation Pit Support Design, earth pressure of supporting structure is also the important of geotechnical engineering with the changing rule of digging process
Problem in science.
Rigid retaining walls soil pressure research it is a lot of, in Practical Project, other than Gravity Retaining Wall, other various supporting knots
Structure in use, can generate deflection deformation, embody flexible retaining wall feature, and sidesway is only respectively along depth non-uniform Distribution
The universal real working condition of kind supporting construction working condition, the experiment and theoretical research of the soil pressure feature of non-homogeneous sidesway are relatively
It is few.
So far, the experimental rig of off-load soil pressure and few is excavated about research both at home and abroad, and hierarchy number is less, one
Secondary property off-load depth is too big, it is difficult to simulate actual condition；Study non-uniform displacement when supporting construction on soil pressure experimental provision
It is more rare.
Summary of the invention
For the defects in the prior art, the object of the present invention is to provide a kind of foundation pit stage excavations and non-uniform displacement branch
Protect lateral pressure test device and method.
According to an aspect of the present invention, foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device are provided,
It include: splicing barricade, loading bolt, load is turned, miniature soil pressure sensor, rubber film, model casing and rigidity are reinforced
Part；Wherein:
The model casing is fixed on the inside of the rigidity reinforcer；
The splicing barricade, the loading bolt are all set at the one side wall of the model casing, the splicing barricade by
Several contour wall pieces vertically splice composition, and are set to the inside sidewalls of described model casing one end and parallel with the side wall；
The miniature soil pressure sensor is laid on the face that each wall piece column face in the model casing in a manner of shrinkage pool；
The rubber film is covered and is pasted on the splicing barricade face for having laid miniature soil pressure sensor；
Several loading bolts are through the side wall of the model casing and corresponding with splicing each wall piece of barricade respectively
Connection；The end side-wall outer side of the model casing is provided with several vertical ribbed stiffeners and horizontal ribbed stiffener, is located at side wall midline position
Vertical ribbed stiffener be provided with a column screw hole, be used for and the loading bolt cooperate；
The load is turned to be connect with end on the outside of the loading bolt, and the rotation load, which is turned, drives the loading bolt
Rotation, so that the loading bolt be assisted to realize horizontal addload.
Preferably, the overall height H of the splicing barricade is set according to requirement of experiment, and the width B for splicing barricade takes total height
Spend the 1/2~1/3 of H.
Preferably, the back center position of the wall piece is provided with circular pit, and the depth of circular pit is not more than wall piece
Thickness T 1/3, be not less than 2cm, the diameter of circular pit is not less than the 1/2 of wall piece height h；
The center of the wall piece is provided with bolt hole.
It is highly preferred that the wall piece number N takes 5~20, N need to be according to the fussy degree of experiment purpose and production operation
It is comprehensive to determine: to get the small value 5~10 when simulation foundation pit stage excavation；Active, quilt under simulation flexible retaining wall non-uniform displacement operating condition
Take large values 10~20 when dynamic soil pressure.
It is highly preferred that the wall piece height h is equal to splicing barricade overall height H/wall piece number N, the value of wall piece thickness T
For splice barricade width B 1/6 or be to splice the width B of barricade 1/10 to put more energy into rib thickness, and not less than passively
Extreme displacement estimated value Sp, in which: passively extreme displacement estimated value Sp is estimated according to 5 times of active limiting displacement estimated value Sa,
Overall height H estimation of the active limiting displacement estimated value Sa according to splicing barricade, Sa=H*0.2%.
Preferably, the loading bolt is made of screw rod, nut, rotation end and ring cowling, in which:
The center of the wall piece and ribbed stiffener is provided with bolt hole, described screw rod one end from the outside of model casing according to
Secondary to pass through ribbed stiffener, model casing side wall and reach wall piece, the diameter of the bolt hole is identical as screw diameter；
The nut is located at the outside of model casing side wall, and the lateral surface of nut is equipped with concave inward structure；
The rotation end is made of thin cylinder egative film and cylinder, the cylinder of screw rod and nut, screw rod and rotation end it
Between using circle falcon connect with pin mode it is integral；The diameter of thin cylinder egative film and the circle that thickness is less than wall piece back center are recessed
Cheat size；
The center opening and bore dia of the ring cowling are greater than column diameter, and the periphery of ring cowling is provided with several bolts hole, thin
Cylinder egative film is placed on the circular pit of wall piece back center, cylinder passes through the centre bore of ring cowling, and passes through ring cowling by bolt
On bolt hole ring cowling is fixed on wall on piece.
It is highly preferred that the diameter d of the screw rod takes the 1/5~1/3 of wall piece height h, the screw flight segment length l is not
It is 5*Sp+t less than passive extreme displacement estimated value Sp thickness t, the l value for adding model casing；The screw screw pitch Δ l of the screw rod
No more than the half of active limiting displacement estimated value Sa, Δ l value Sa/8~Sa/2；
The diameter D of the nut is not more than wall piece height h, and it is 1/2~2/3 that D, which takes wall piece height h,；
Thin cylinder negative plate size in the rotation end is identical as the circular pit size of wall piece back center position, column
The diameter of body is identical as screw rod.
Preferably, the load is turned is made of the tri linear rod piece and connection end being linked together, in which:
By three sections of line bars, right angle connects the tri linear rod piece in the same plane, and junction is rigid connection；
The connection end is equipped with outer male structure, and the nut side face of the loading bolt is equipped with concave inward structure, and evagination
Structure is matched with concave inward structure, and the outer male structure of connection end is docked with the concave inward structure of nut, i.e., turns and load spiral shell load
It tethers and is connected in entirety, and loading bolt is rotated by rotation tri linear rod piece；
The turning of the tri linear rod piece is right angle, and segment length is greater than the screw diameter of loading bolt among it；It is described
The diameter of connection end is identical as the nut outer diameter of loading bolt.
Preferably, the clear span of model casing is greater than the width B of splicing barricade, and the height of model casing is total not less than splicing barricade
Height H；
In the active earth pressure operating condition tested under excavation of foundation pit and non-uniform displacement, the length dimension L of the model casing
It is not less thanWherein: l is the spiro rod length of loading bolt, and H is the total height for splicing barricade, and T is wall
Piece thickness, π be pi,The internal friction angle of pourable medium；
In the passive earth pressure operating condition tested under non-uniform displacement, the length dimension L of the model casing is not less than
Preferably, the ribbed stiffener includes vertical ribbed stiffener and horizontal ribbed stiffener, indulges ribbed stiffener and horizontal ribbed stiffener constitutes cross and hands over
Pronged shape.
Preferably, the rigidity reinforcer includes two panels trivet and rigid carriers, in which:
The rigid carriers setting is connected and fixed in model casing bottom, and with the bottom of model casing；Rigid carriers are by rectangle
Frame is securely connected and composed with several cross bars；
The two panels trivet is separately positioned on the two sides of model casing, and is connected and fixed with model casing side wall；Trivet
Bottom be fixed in the rectangular shaped rim of rigid carriers, the vertical bar of trivet be arranged in the outside of horizontal ribbed stiffener and with horizontal ribbed stiffener
Securely connection.
It is highly preferred that the trivet is supportted using Composite Triangular, the cross bar of the rigid carriers is no less than 3.
Preferably, the rigidity reinforcer is by H-section or rectangular section fashioned iron welding production
According to the second aspect of the invention, a kind of layering Unloading Condition earth pressure test side using above-mentioned apparatus is provided
Method, step are as follows:
(1) each loading bolt is turned, each wall piece for splicing barricade is pushed into same position；
(2) rubber film is covered on wall on piece, and rubber film surrounding is bonded in wall on piece；
(3) nut of the loading bolt corresponding to the 1st layer of wall piece is turned outward manually, number of rotation is not less than m=360*
(Sa1/ Δ h), in which: Sa1For active limiting displacement estimated value, Sa1=h1*0.2%, h1 are the height of the 1st layer of wall piece, and Δ h is
The screw flight screw pitch of loading bolt；So that the 1st layer of wall piece is displaced outward not less than active limiting displacement estimated value Sa1,
The side pressure force data of each miniature soil pressure sensor record, the soil pressure force value after as 1 layer of off-load；
(4) nut of the loading bolt corresponding to the 1st, 2 layer of wall piece is turned outward manually, number of rotation is not less than m=
360*(Sa2/ Δ h), in which: Sa2For active limiting displacement estimated value, Sa2=(h1+h2) * 0.2%, h1, h2 are respectively the 1st layer
The height of wall piece, the 2nd layer of wall piece, Δ h are the screw flight screw pitch of loading bolt；So that the 1st, 2 layer of wall piece is displaced outward
Not less than active limiting displacement estimated value Sa2, the side pressure force data of each miniature soil pressure sensor record, after as 2 layers of off-load
Soil pressure force value；
……
(n+2) .n indicates the mobile wall piece number of the n-th+2 step, turns adding corresponding to the 1st, 2,3 ... n-layer wall pieces outward
Bolt is carried, number of rotation is not less than m=360* (San/ Δ h), in which: San is active limiting displacement estimated value, San=(h1+
H2+ ...+hn) * 0.2%, h1, h2, h3 ... hn are respectively the height of the 1st, 2,3 ... n-layer wall pieces, and Δ h is the screw rod of loading bolt
Thread pitch；So that the 1st, 2,3 ... n-layer wall pieces are displaced outward not less than active limiting displacement estimated value San, each miniature soil
The side pressure force data of pressure sensor record, as the soil pressure force value after n-layer off-load；
Until n=N, N are wall piece number, all loading bolts are rotated, number of rotation is not less than m=360* (SaN/Δ
H), in which: SaN is active limiting displacement estimated value, and SaN=(h1+h2+ ...+hN) * 0.2%, h1, h2, h3 ... hN are respectively the
1, the height of 2,3 ... N layers of wall piece, Δ h are the screw flight screw pitch of loading bolt；All wall pieces are whole to generate displacement not outward
Less than active limiting displacement estimated value SaN, the side pressure force data of each miniature soil pressure sensor record, after as whole off-loads
Soil pressure force value.
According to the third aspect of the invention we, a kind of non-homogeneous sidesway operating condition earth pressure test side using above-mentioned apparatus is provided
Method, described method includes following steps:
(1) each wall piece for splicing barricade is pushed into same position by the nut for turning each loading bolt manually, and by rubber
Glue film covers and is bonded in wall on piece；
(2) the sidesway value S at corresponding each wall blade unit height is determined according to preset non-homogeneous sidesway curvei(i=
1,2 ... N), wherein N is the number of wall piece；
(3) first using the nut for turning each loading bolt outward one by one manually, the degree of each loading bolt rotation is respectively m
=360* (Si/ Δ h), in which: Si(i=1,2 ... N) are the sidesway value of each wall piece in step (2), and Δ h is the spiral shell of loading bolt
The thread pitch of bar；Each wall piece lateral displacement is set to reach the sidesway value S of each wall piece in step (2)i(i=1,2 ... N), it is each micro-
The side pressure force data of type soil pressure sensor record, as corresponds to preset non-homogeneous sidesway curve operating condition pair in step (2)
The distribution lateral pressure answered；
When turning the nut difficulty of loading bolt manually, especially when in step (2) scheduled non-uniform displacement be quilt
When dynamic displacement, load is turned using load, the connection end that load is turned is connect with the nut of each loading bolt one by one, turn adds
The tri linear rod piece turned is carried, m=360* (S is rotatediAfter/Δ h) angle, the lateral pressure of each miniature soil pressure sensor record is recorded
Data as correspond to the corresponding distribution lateral pressure of preset non-homogeneous sidesway curve operating condition in step (2).
Compared with prior art, the present invention have it is following the utility model has the advantages that
Each wall blade unit can wait high settings in apparatus of the present invention, can also according to the practical layer height high settings such as not, and
Hierarchy number is limited less, hierarchy number can be more；
Counting principle is advanced, and precision is high, it is convenient to read, and the small horizontal addload of quantitative control will be difficult to by loading bolt
Displacement is converted into the rotation angle indirectly controlled level displacement by controlling loading bolt；
Simulation foundation pit stage excavation operating condition that can be relatively good, moreover it is possible to simulate flexible retaining wall along depth non-uniform displacement work
Condition, while meeting the practical application of base pit engineering and the scientific research needs of geotechnical engineering.
Detailed description of the invention
Upon reading the detailed description of non-limiting embodiments with reference to the following drawings, other feature of the invention,
Objects and advantages will become more apparent upon:
Fig. 1 is the device tomograph of one embodiment of the invention；
Fig. 2 is the model casing three-dimensional figure of one embodiment of the invention；
Fig. 3 is the model cassette carrier and trivet three-dimensional figure of one embodiment of the invention；
Fig. 4 be one embodiment of the invention loading bolt, splicing barricade, miniature soil pressure sensor, rubber film it is quiet
State positional relationship 3-D view；
Fig. 5 is a loading bolt of one embodiment of the invention and the three-dimensional figure that load is turned；
Fig. 6 is the splicing barricade simulation layering Unloading Condition three-dimensional figure of one embodiment of the invention；
Fig. 7 is that the splicing barricade of one embodiment of the invention simulates the 3-D view of active non-uniform displacement operating condition；
Fig. 8 is that the splicing barricade of one embodiment of the invention simulates the 3-D view of passive non-uniform displacement operating condition；
In figure: 1 --- splicing barricade, 2 --- loading bolt, 3 --- miniature soil pressure sensor, 4 --- rubber film,
5 --- ribbed stiffener, 6 --- trivet, 7 --- wall piece, 8 --- model casing, 9 --- load is turned, and 10 --- screw hole, 11 ---
Model cassette carrier, 12 --- it loads and turns connection end, 13 --- loading bolt nut, 14 --- loading bolt screw rod, 15 ---
Ring cowling, 16 --- loading bolt rotates end.
Specific embodiment
The present invention is described in detail combined with specific embodiments below.Following embodiment will be helpful to the technology of this field
Personnel further understand the present invention, but the invention is not limited in any way.It should be pointed out that the ordinary skill of this field
For personnel, without departing from the inventive concept of the premise, various modifications and improvements can be made.These belong to the present invention
Protection scope.
As shown in Figs 1-4, a kind of foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device, comprising: splicing
Barricade 1, loading bolt 2, miniature soil pressure sensor 3, rubber film 4, model casing 8, trivet 6 and model cassette carrier 11.
The splicing barricade 1 and loading bolt 2 are all set at the one side wall of model casing 8, and the splicing barricade 1 is located at mould
It is on the inside of the one side wall of molding box 8 and parallel with side wall, the side-wall outer side is provided with several ribbed stiffeners 5, the ribbed stiffener 5 includes vertical
Ribbed stiffener and horizontal ribbed stiffener, indulge ribbed stiffener and horizontal ribbed stiffener constitutes cross shape；
The trivet 6 is arranged on the two sidewalls for being close to model casing 8, and if being equipped with bolt stem between 8 side wall of model casing
Connection, the vertical bar of trivet 6 are arranged on the outside of the horizontal ribbed stiffener both ends of ribbed stiffener 5 and are bolted, the bottom welding of trivet 6
On two longitudinal frames of model cassette carrier 11；
The model cassette carrier 11 is formed by welding by rectangular shaped rim and several cross bars, and several cross bars are adopted with 8 bottom plate of model casing
If being fixed with bolt stem or rivet.
The splicing barricade 1 is made of equal 7 splicing of high-walls piece of several total high equal parts, if dry wall piece 7 is along splicing barricade 1
High uniformity arrangement；
The miniature soil pressure sensor 3 has several and is separately positioned on each wall piece 7；
The rubber film 4 is covered and is bonded on wall piece 7；
One end of multiple loading bolts 2 passes through the side wall of model casing 8 outside model casing 8, and reaches splicing barricade 1
Each wall piece 7, the position of loading bolt 2 and each wall piece 7 corresponds, and loading bolt 2 can be turned.
In some embodiments, the overall height H of the splicing barricade 1 determined by actual size scale smaller or according to
Experiment purpose determines, splices the 1/2~1/3 of the preferred height of width B of barricade 1.
In some embodiments, the wall piece 7, number N are 5~20, N preferably 10.
In some embodiments, the wall piece 7, height h are equal to H/N, and thickness T is according to the rigidity requirement of wall piece 7
It determines；Preferred: 7 thickness T value of wall piece is to splice the 1/6 of 1 width B of barricade, or add to splice the 1/10 of 1 width B of barricade
The thickness of upper ribbed stiffener 5；And the 7 thickness T of wall piece is not less than passive extreme displacement estimated value Sp, in which: passive limit position
Estimated value Sp is moved according to 5 times of active limiting displacement estimated value Sa estimations, active limiting displacement estimated value Sa according to splicing keep off
The estimation of 1 overall height H of wall, preferably active limiting displacement estimated value Sa value are Sa=H*0.2%.
In some embodiments, the loading bolt 2 is made of loading bolt screw rod 14 and loading bolt nut 13,
In: loading bolt screw rod 14 passes through the side wall of model casing 8 and passes through vertical ribbed stiffener；Loading bolt nut 13 is in the model casing 8
Side wall outside.
In some embodiments, the vertical middle line of side wall of the model casing 8 with equidistantly set respectively on the ribbed stiffener 5
It is equipped with bolt hole identical with 14 diameter of loading bolt screw rod, is passed through for loading bolt screw rod 14.
In some embodiments, the spiro rod length l adds 8 thickness t of model casing not less than h/N, and preferred length l is 2*
h/N+t。
In some embodiments, height h of the head diameter less than wall piece 7, preferably h/2~2h/3, material are excellent
It is selected as micro- plastics.
In some embodiments, 4 surface roughness of rubber film according to the practical barricade operating condition simulated or
The selection of person's experiment purpose；4 film of rubber film has certain deformability.In other embodiments, the rubber film 4 can be with
Using the elastic film of other changeabilities.
In some embodiments, the size of the miniature soil pressure sensor 3 is smaller, circular, and diameter 1cm~
2cm, thickness 4mm~8mm.
In some embodiments, the model casing 8 is cuboid, and the clear span of model casing 8 is equal to the width of splicing barricade 1
The additional 1mm affluence size of B, the overall height H of the not small splicing barricade 1 of the height of model casing 8, length dimension are true according to experiment purpose
It is fixed:
When testing the active earth pressure operating condition under excavation of foundation pit and non-uniform displacement, the length dimension L of model casing 8 is not less thanWherein: l is the spiro rod length of loading bolt 2, and H is the total height for splicing barricade 1, and T is wall piece 7
Thickness, π be pi,The internal friction angle of pourable medium；
When testing the passive earth pressure operating condition under non-uniform displacement, the length dimension L of model casing 8 is not less than
As shown in figure 5, the loading bolt is by loading bolt screw rod 14, loading bolt in the preferred embodiment of part
Nut 13, loading bolt rotation end 16 and ring cowling 15 are constituted, in which:
Described 14 one end of loading bolt screw rod sequentially passes through longitudinal ribbed stiffener 5,8 side of model casing from the outside of model casing 8
Wall simultaneously reaches wall piece 7；The loading bolt nut 13 is located at the outside of 8 side wall of model casing；The center of the wall piece 7 is vertical
The center of ribbed stiffener is provided with bolt hole identical with 14 diameter of loading bolt screw rod and is used for across loading bolt screw rod 14,
The lateral surface of loading bolt nut 13 is equipped with concave inward structure；
Loading bolt rotation end 16 is made of thin cylinder egative film and cylinder, loading bolt screw rod 14 and loading bolt
It is connected between nut 13, loading bolt screw rod 14 and the cylinder of loading bolt rotation end 16 using circle falcon and pin mode whole
Body；
The center opening and opening diameter of the ring cowling 15 are greater than the column diameter of loading bolt rotation end 16, ring cowling 15
Periphery be provided with several bolts hole, the cylinder that loading bolt rotates end 16 passes through the centre bore of ring cowling 15, and passes through bolt
Ring cowling 15 is fixed on wall piece 7 by the bolt hole on ring cowling 15.
Further, in the loading bolt 2:
The diameter d of the loading bolt screw rod 14 takes the 1/5~1/3 of 7 height h of wall piece, the screw thread of loading bolt screw rod 14
Segment length l is 5*Sp+t plus thickness t, the l value of model casing 8 not less than passive extreme displacement estimated value Sp；Loading bolt spiral shell
The screw screw pitch Δ l of bar 14 is not more than the half of active limiting displacement estimated value Sa, Δ l value Sa/8~Sa/2；
The diameter D of the loading bolt nut 13 is not more than 7 height h of wall piece, and preferably D takes the 1/2~2/ of 7 height h of wall piece
3；
The cylindric pit of the indent of thin cylinder negative plate size and 7 back side of wall piece in loading bolt rotation end 16
Size is identical, and the column diameter that loading bolt rotates in end 16 is identical as loading bolt screw rod 14.
As shown in figure 5, the device further comprises that load turns 9, the 9 tri linear bar by being linked together is turned in the load
Part and load turn connection end 12 composition, in which: load turn connection end 12 be equipped with in the lateral surface of loading bolt nut 13
The interior of the outer male structure of connection end 12 and 13 lateral surface of loading bolt nut is turned in the outer male structure of recessed structure exact matching, load
When recessed structure is docked, load turns 9 and is connected as entirety with loading bolt 2, can by the tri linear rod piece that rotation load turns 9
Rotate loading bolt 2；
The tri linear rod piece refers to that right angle connects in the same plane by three sections of line bars, and junction is rigid connection.
Further, the load is turned in 9:
The turning of the tri linear rod piece is right angle, and segment length is greater than 14 diameter of loading bolt screw rod among it；
The diameter that connection end 12 is turned in the load is identical as the outer diameter of loading bolt nut 13.
The setting of above-mentioned apparatus structure and its parameter in order to better understand the present invention provides a specific example:
Overall height H=1.5m of the splicing barricade 1, splices the width B=50cm of barricade 1；The wall of composition splicing barricade 1
7 number N of piece takes N=10, and 10 equal high-walls pieces 7 are equal: long 50cm, high 15cm, thickness 8cm；The diameter of bolt hole 3cm at 7 center of wall piece,
The wedge slope slot clear span 2cm of side, ratio of slope 1:10.
In the loading bolt 2: the length of loading bolt screw rod 14 is 15cm, diameter 3cm, loading bolt nut 13
Diameter 6cm, plastic material.
Three quartering points of each wall piece 7 are arranged in the miniature soil pressure sensor 3, diameter 1.2cm, thickness 5mm
Place.
The rubber film 4, thick 1mm, surface are smooth.
The model casing 8 is cuboid, clear span 50.1cm, wall thickness 1.5cm, organic glass material, net long 110cm.
The side wall of the model casing 8 is equipped with loading bolt 2 and splicing barricade 1, and several in the setting of 8 side-wall outer side of model casing
The ribbed stiffener 5 of vertical and horizontal, the ribbed stiffener 5 is using square-section light pipe and constitutes cross shape；Model casing 8 is put down
The capable two sides setting Composite Triangular with loading direction supports 6.
Further, corresponding test method may be implemented according to above-mentioned apparatus, including layering Unloading Condition soil pressure is surveyed
Method for testing, non-uniform displacement operating condition earth pressure test method.As shown in figs 6-8.
In one embodiment, it is layered Unloading Condition earth pressure test method, is included the following steps:
(1) each loading bolt is turned, each wall piece for splicing barricade is pushed into same position；
(2) rubber film is covered on wall on piece, and rubber film surrounding is bonded in wall on piece；
(3) nut of the loading bolt corresponding to the 1st layer of wall piece is turned outward manually, number of rotation is not less than m=360*
(Sa1/ Δ h), in which: Sa1For active limiting displacement estimated value, Sa1=h1*0.2%, h1 are the height of the 1st layer of wall piece, and Δ h is
The screw flight screw pitch of loading bolt；So that the 1st layer of wall piece is displaced outward not less than active limiting displacement estimated value Sa1,
The side pressure force data of each miniature soil pressure sensor record, the soil pressure force value after as 1 layer of off-load；
(4) nut of the loading bolt corresponding to the 1st, 2 layer of wall piece is turned outward manually, number of rotation is not less than m=
360*(Sa2/ Δ h), in which: Sa2For active limiting displacement estimated value, Sa2=(h1+h2) * 0.2%, h1, h2 are respectively the 1st layer
The height of wall piece, the 2nd layer of wall piece, Δ h are the screw flight screw pitch of loading bolt；So that the 1st, 2 layer of wall piece is displaced outward
Not less than active limiting displacement estimated value Sa2, the side pressure force data of each miniature soil pressure sensor record, after as 2 layers of off-load
Soil pressure force value；
……
(n+2) .n indicates the mobile wall piece number of the n-th+2 step, turns adding corresponding to the 1st, 2,3 ... n-layer wall pieces outward
Bolt is carried, number of rotation is not less than m=360* (San/ Δ h), in which: San is active limiting displacement estimated value, San=(h1+h2
+ ...+hn) * 0.2%, h1, h2, h3 ... hn are respectively the height of the 1st, 2,3 ... n-layer wall pieces, and Δ h is the screw rod of loading bolt
Thread pitch；So that the 1st, 2,3 ... n-layer wall pieces are displaced outward not less than active limiting displacement estimated value San, each miniature soil pressure
The side pressure force data of force snesor record, as the soil pressure force value after n-layer off-load；
Until n=N, N are wall piece number, all loading bolts are rotated, number of rotation is not less than m=360* (SaN/Δ
H), in which: SaN is active limiting displacement estimated value, and SaN=(h1+h2+ ...+hN) * 0.2%, h1, h2, h3 ... hN are respectively the
1, the height of 2,3 ... N layers of wall piece, Δ h are the screw flight screw pitch of loading bolt；All wall pieces are whole to generate displacement not outward
Less than active limiting displacement estimated value SaN, the side pressure force data of each miniature soil pressure sensor record, after as whole off-loads
Soil pressure force value.
In one embodiment, non-homogeneous sidesway operating condition (includes: active non-uniform displacement operating condition and such as Fig. 8 as shown in Figure 7
Shown in passive non-uniform displacement operating condition) earth pressure test method, include the following steps:
(1) each wall piece for splicing barricade is pushed into same position by the nut for turning each loading bolt manually, and by rubber
Glue film covers and is bonded in wall on piece；
(2) the sidesway value S at corresponding each wall piece height is determined according to preset non-homogeneous sidesway curvei(i=1,
2 ... N), wherein N is the number of wall piece；
(3) first using the nut for turning each loading bolt outward one by one manually, the degree of each loading bolt rotation is respectively m
=360* (Si/ Δ h), in which: Si(i=1,2 ... N) are the sidesway value of each wall piece in step (2), and Δ h is the spiral shell of loading bolt
The thread pitch of bar；Each wall piece lateral displacement is set to reach the sidesway value S of each wall piece in step (2)i(i=1,2 ... N), it is each micro-
The side pressure force data of type soil pressure sensor record, as corresponds to preset non-homogeneous sidesway curve operating condition pair in step (2)
The distribution lateral pressure answered；
When turning the nut difficulty of loading bolt manually, especially when in step (2) scheduled non-uniform displacement be quilt
When dynamic displacement, load is turned using load, the connection end that load is turned is connect with the nut of each loading bolt one by one, turn adds
The tri linear rod piece turned is carried, m=360* (S is rotatediAfter/Δ h) angle, the lateral pressure of each miniature soil pressure sensor record is recorded
Data as correspond to the corresponding distribution lateral pressure of preset non-homogeneous sidesway curve operating condition in step (2).
The present invention can simulate the lateral pressure of foundation pit stage excavation process supporting construction, for engineering design and supporting provide according to
According to；The regularity of distribution of supporting construction lateral pressure and its changing rule with displacement when can study non-uniform displacement.
Specific embodiments of the present invention are described above.It is to be appreciated that the invention is not limited to above-mentioned
Particular implementation, those skilled in the art can make various deformations or amendments within the scope of the claims, this not shadow
Ring substantive content of the invention.
Claims (10)
1. a kind of foundation pit stage excavation and non-uniform displacement supporting lateral pressure test device characterized by comprising splicing gear
Wall, loading bolt, load turn, miniature soil pressure sensor, rubber film, model casing and rigidity reinforcer；Wherein:
The model casing is fixed on the inside of the rigidity reinforcer；
The splicing barricade, the loading bolt are all set at the one side wall of the model casing, and the splicing barricade is by several
Contour wall piece vertically splices composition, and is set to the inside sidewalls of described model casing one end and parallel with the side wall；
The miniature soil pressure sensor is laid on the face that each wall piece column face in the model casing in a manner of shrinkage pool；
The rubber film is covered and is pasted on the splicing barricade face for having laid miniature soil pressure sensor；
Several loading bolts run through the side wall of the model casing and each wall piece with the splicing barricade is correspondingly connected with respectively；
The end side-wall outer side of the model casing is provided with several vertical ribbed stiffeners and horizontal ribbed stiffener, vertical positioned at side wall midline position adds
Strength rib is provided with a column screw hole, for cooperating with the loading bolt；
The load is turned to be connect with end on the outside of the loading bolt, and the rotation load, which is turned, drives the loading bolt to turn
It is dynamic, so that the loading bolt be assisted to realize horizontal addload.
2. foundation pit stage excavation according to claim 1 and non-uniform displacement supporting lateral pressure test device, feature exist
In described device further comprises following one or more of features:
--- the overall height H of the splicing barricade is set according to requirement of experiment, and the width B for splicing barricade takes the 1/2 of overall height H
~1/3；
--- wall piece number N takes 5~20, and N need to be according to the comprehensive determination of fussy degree of experiment purpose and production operation: simulation base
5~10 are got the small value when cheating stage excavation；It takes large values when simulating the active and passive soil pressure under flexible retaining wall non-uniform displacement operating condition
10~20；
--- wall piece height h is equal to splicing barricade overall height H/wall piece number N, and the value of wall piece thickness T is the width for splicing barricade
Degree B 1/6 or put more energy into rib thickness to splice the 1/10 of the width B of barricade, and not less than passive extreme displacement estimated value
Sp, in which: passive extreme displacement estimated value Sp estimates that active limiting displacement is estimated according to 5 times of active limiting displacement estimated value Sa
Overall height H estimation of the calculation value Sa according to splicing barricade, Sa=H*0.2%.
3. foundation pit stage excavation according to claim 2 and non-uniform displacement supporting lateral pressure test device, feature exist
, the back center position of the wall piece is provided with circular pit, the depth of circular pit no more than wall piece thickness T 1/3, no
Less than 2cm, the diameter of circular pit is not less than the 1/2 of wall piece height h；
The center of the wall piece is provided with bolt hole.
4. foundation pit stage excavation according to claim 3 and non-uniform displacement supporting lateral pressure test device, feature exist
In the loading bolt is made of screw rod, nut, rotation end and ring cowling, in which:
Described screw rod one end sequentially passes through ribbed stiffener, model casing side wall from the outside of model casing and reaches wall piece, the bolt hole
Diameter it is identical as screw diameter；
The nut is located at the outside of model casing side wall, and the lateral surface of nut is equipped with concave inward structure；
The rotation end is made of thin cylinder egative film and cylinder, is adopted between screw rod and nut, screw rod and the cylinder for rotating end
It is connect with circle falcon with pin mode integral；
The center opening and bore dia of the ring cowling are greater than column diameter, and the periphery of ring cowling is provided with several bolts hole, Bao Yuanzhu
Egative film is placed on the circular pit of wall piece back center, cylinder passes through the centre bore of ring cowling, and is passed through on ring cowling by bolt
Ring cowling is fixed on wall on piece by bolt hole.
5. foundation pit stage excavation according to claim 4 and non-uniform displacement supporting lateral pressure test device, feature exist
In the diameter d of the screw rod takes the 1/5~1/3 of wall piece height h, and the screw flight segment length l is not less than passive limit position
It is 5*Sp+t that estimated value Sp, which is moved, plus thickness t, the l value of model casing；The screw screw pitch Δ l of the screw rod is not more than the active limit
The half of offset estimation value Sa, Δ l value Sa/8~Sa/2；
The diameter D of the nut is not more than wall piece height h, and it is 1/2~2/3 that D, which takes wall piece height h,；
Thin cylinder negative plate size in the rotation end is identical as the circular pit size of wall piece back center position, cylinder
Diameter is identical as screw rod.
6. foundation pit stage excavation according to claim 4 and non-uniform displacement supporting lateral pressure test device, feature exist
In the load is turned to be made of the tri linear rod piece and connection end being linked together, in which:
By three sections of line bars, right angle connects the tri linear rod piece in the same plane, and junction is rigid connection；
The connection end is equipped with outer male structure, and the nut side face of the loading bolt is equipped with concave inward structure, and outer male structure
It is matched with concave inward structure, the outer male structure of connection end is docked with the concave inward structure of nut, i.e., turns load and connect with loading bolt
It is connected in entirety, and loading bolt is rotated by rotation tri linear rod piece；
The turning of the tri linear rod piece is right angle, and segment length is greater than the screw diameter of loading bolt among it；The connection
The diameter of end is identical as the nut outer diameter of loading bolt.
7. foundation pit stage excavation according to claim 4 and non-uniform displacement supporting lateral pressure test device, feature exist
In the model casing is cuboid, and the clear span of model casing is greater than the width B of splicing barricade, and the height of model casing is not less than spelling
Connect the overall height H of barricade；
In the active earth pressure operating condition tested under excavation of foundation pit and non-uniform displacement, the length dimension L of the model casing is not small
InWherein: l is the spiro rod length of loading bolt, and H is the total height for splicing barricade, and T is that wall piece is thick
Degree, π be pi,The internal friction angle of pourable medium；
In the passive earth pressure operating condition tested under non-uniform displacement, the length dimension L of the model casing is not less than
8. foundation pit stage excavation according to claim 1 and non-uniform displacement supporting lateral pressure test device, feature exist
In described device further comprises following one or more of features:
--- the vertical ribbed stiffener and horizontal ribbed stiffener constitute cross shape；
--- the rigidity reinforcer includes two panels trivet and rigid carriers, in which:
The rigid carriers setting is connected and fixed in model casing bottom, and with the bottom of model casing；Rigid carriers are by rectangular shaped rim
It is securely connected and composed with several cross bars；
The two panels trivet is separately positioned on the two sides of model casing, and is connected and fixed with model casing side wall；The bottom of trivet
Portion is fixed in the rectangular shaped rim of rigid carriers, and the outside of horizontal ribbed stiffener and secured with horizontal ribbed stiffener is arranged in the vertical bar of trivet
Connection.
9. a kind of layering Unloading Condition earth pressure test method using any one of claim 1-8 described device, feature exist
In described method includes following steps:
(1) each loading bolt is turned, each wall piece for splicing barricade is pushed into same position；
(2) rubber film is covered on wall on piece, and rubber film surrounding is bonded in wall on piece；
(3) nut of the loading bolt corresponding to the 1st layer of wall piece is turned outward manually, number of rotation is not less than m=360* (Sa1/
Δ h), in which: Sa1For active limiting displacement estimated value, Sa1=h1*0.2%, h1 are the height of the 1st layer of wall piece, and Δ h is load
The screw flight screw pitch of bolt；So that the 1st layer of wall piece is displaced outward not less than active limiting displacement estimated value Sa1, each micro-
The side pressure force data of type soil pressure sensor record, the soil pressure force value after as 1 layer of off-load；
(4) nut of the loading bolt corresponding to the 1st, 2 layer of wall piece is turned outward manually, number of rotation is not less than m=360*
(Sa2/ Δ h), in which: Sa2For active limiting displacement estimated value, Sa2=(h1+h2) * 0.2%, h1, h2 are respectively the 1st layer of wall
The height of piece, the 2nd layer of wall piece, Δ h are the screw flight screw pitch of loading bolt；So that the 1st, 2 layer of wall piece is displaced not outward
Less than active limiting displacement estimated value Sa2, the side pressure force data of each miniature soil pressure sensor record, after as 2 layers of off-load
Soil pressure force value；
……
(n+2) .n indicates the mobile wall piece number of the n-th+2 step, turns the load spiral shell corresponding to the 1st, 2,3 ... n-layer wall pieces outward
Bolt, number of rotation are not less than m=360* (San/ Δ h), in which: San be active limiting displacement estimated value, San=(h1+h2+ ...+
Hn) * 0.2%, h1, h2, h3 ... hn are respectively the height of the 1st, 2,3 ... n-layer wall pieces, and Δ h is the screw flight of loading bolt
Screw pitch；So that the 1st, 2,3 ... n-layer wall pieces are displaced outward not less than active limiting displacement estimated value San, each miniature soil pressure is passed
The side pressure force data of sensor record, as the soil pressure force value after n-layer off-load；
Until n=N, N are wall piece number, all loading bolts are rotated, number of rotation is not less than m=360* (SaN/ Δ h),
In: SaN is active limiting displacement estimated value, SaN=(h1+h2+ ...+hN) * 0.2%, h1, h2, h3 ... hN be respectively the 1st, 2,
The height of 3 ... N layers of wall piece, Δ h are the screw flight screw pitch of loading bolt；The whole displacement of generation outward of all wall pieces is not less than
Active limiting displacement estimated value SaN, the side pressure force data of each miniature soil pressure sensor record, the soil pressure after as whole off-loads
Force value.
10. a kind of non-homogeneous sidesway operating condition earth pressure test method using any one of claim 1-8 described device, feature
It is, described method includes following steps:
(1) each wall piece for splicing barricade is pushed into same position by the nut for turning each loading bolt manually, and rubber is thin
Film covers and is bonded in wall on piece；
(2) the sidesway value S at corresponding each wall piece height is determined according to preset non-homogeneous sidesway curvei, i=1,2 ... N,
Middle N is the number of wall piece；
(3) first using the nut for turning each loading bolt outward one by one manually, the degree of each loading bolt rotation is respectively m=
360*(Si/ Δ h), in which: SiFor the sidesway value of each wall piece in step (2), Δ h is the screw flight screw pitch of loading bolt；
Each wall piece lateral displacement is set to reach the sidesway value S of each wall piece in step (2)i, the side pressure of each miniature soil pressure sensor record
Force data as corresponds to the corresponding distribution lateral pressure of preset non-homogeneous sidesway curve operating condition in step (2)；
When turning the nut difficulty of loading bolt manually, load is turned using load, one by one and respectively by the connection end that turns of load
The nut of a loading bolt connects, and turn loads the tri linear rod piece turned, rotates m=360* (SiAfter/Δ h) angle, record is each
The side pressure force data of miniature soil pressure sensor record, as corresponds to preset non-homogeneous sidesway curve operating condition in step (2)
Corresponding distribution lateral pressure.
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| CN110439041A (en) * | 2019-07-12 | 2019-11-12 | 同济大学 | A kind of simulator of excavation of foundation pit |
| CN110501233B (en) * | 2019-07-12 | 2021-03-26 | 同济大学 | Test device for simulating wall deflection to induce wall rear soil deformation through water pressure drive |
| CN112014226B (en) * | 2020-08-17 | 2021-07-30 | 东北大学 | Rock multi-unit non-uniform uniaxial loading creep experiment device and working method |
| CN113293808A (en) * | 2021-05-24 | 2021-08-24 | 中国电建市政建设集团有限公司 | Test device and method capable of simulating foundation pit retaining wall displacement to induce wall rear soil body deformation |
| CN116084473A (en) * | 2023-03-02 | 2023-05-09 | 叙镇铁路有限责任公司 | Deep foundation pit excavation side soil pressure coefficient measuring device and using method |
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| SU1081537A1 (en) * | 1983-01-17 | 1984-03-23 | Научно-Исследовательский Сектор Всесоюзного Ордена Ленина Проектно-Изыскательского И Научно-Исследовательского Института "Гидропроект" Им.С.Я.Жука | Device for investigating pressure of ground on buttress wall |
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