CN102330438A - Method for testing characters of micro piles in landslide control - Google Patents
Method for testing characters of micro piles in landslide control Download PDFInfo
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- CN102330438A CN102330438A CN201110194711A CN201110194711A CN102330438A CN 102330438 A CN102330438 A CN 102330438A CN 201110194711 A CN201110194711 A CN 201110194711A CN 201110194711 A CN201110194711 A CN 201110194711A CN 102330438 A CN102330438 A CN 102330438A
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Abstract
The invention relates to a method for testing characters of micro piles in the landslide control. The method comprises the following steps of: manufacturing a landslide bed in a filling mode; excavating a plurality of micro pile grooves on the landslide bed and placing the micro piles with micro pile stress monitoring devices in the micro pile grooves, wherein one or a plurality of micro piles are arranged in each micro pile groove; filling the micro pile grooves in a layered mode and placing horizontal pressure monitoring devices at the position at a first distance from the corresponding micro piles in the layered filling process; placing a sliding film on a sliding surface of the landslide bed, filling the sliding film in a layered mode to form a slip mass, and placing the horizontal pressure monitoring devices at the positions at a second distance from the corresponding micro piles in the process of filling the slip mass; manufacturing a slope and arranging pile cap beams and pile top displacement monitoring devices on the slip mass; and loading and acquiring monitored data output by each monitoring device at the top of the slope. Due to the adoption of the method, the characters of the micro piles in the actual using process can be accurately acquired, so that the micro piles are beneficial for being popularized and applied in the landslide control.
Description
Technical field
The present invention relates to a kind of mini pile technology, particularly relate to the method for testing of the mini pile proterties in a kind of preventing land slide.
Background technology
Mini pile since its have non-excavating construction, characteristics such as little and speed of application is fast to the gliding mass disturbance, and obtained increasing application in the emergency repair of in preventing land slide, especially coming down.
Because the stake footpath of mini pile is less, draw ratio is big, and the bending rigidity of single pile is lower, therefore, in practical application, adopts the form of a clump of piles to carry out antiskid usually.In the preventing land slide process; Usually can relate to the method for designing of a clump of piles, yet, because pile-soil interaction mechanism more complicated; And at present this also clearly is not familiar with; Also do not form objective and ripe method for designing, therefore, also there is certain resistance in the extensive popularization of mini pile in preventing land slide.
At present, the method for testing of mini pile proterties mainly contains following two kinds:
Method one, field testing procedure.This method is normally taked certain monitoring means to mini pile in the preventing land slide engineering of reality, to obtain the stress deformation characteristic of mini pile.
Method two, method for numerical simulation.This method normally adopts the proterties characteristic of obtaining mini pile based on the mode of calculation of parameter.
The inventor finds in realizing process of the present invention:
To method one, because actual engineering all is to be purpose with the control, therefore; When actual engineering design, can give certain safety factor usually; Like this, stressed not the reaching usually of mini pile makes its degree that deforms and destroy, thereby this method is difficult to get access to the valid data of mini pile proterties.In addition; Owing to adopt the sequence of construction of boring-arrangement of reinforcement-grouting in the actual engineering usually; Therefore, be difficult to bury underground and be used to test the stressed earth pressure cell of mini pile, thereby suffered soil pressure and the soil pressure near the geotechnical body the mini pile of mini pile is difficult to accurately obtain.
To method two, because in the computational process parameter that used is normally decided by people's subjective factor, therefore, the confidence level of the result of calculation that this method obtains remains further discussion.
Because the defective that the method for testing of above-mentioned existing mini pile proterties exists; The inventor is based on being engaged in this type of product design manufacturing abundant for many years practical experience and professional knowledge; And cooperate the utilization of scientific principle, actively study innovation, in the hope of founding the method for testing of the mini pile proterties in a kind of new preventing land slide; Can overcome the problem of the method for testing existence of existing mini pile proterties, make it have more practicality.Through constantly research, design, after studying sample and improvement repeatedly, found out the present invention of true tool practical value finally.
Summary of the invention
The objective of the invention is to; Overcome the defective of the method for testing existence of existing mini pile proterties; And the method for testing of the mini pile proterties in a kind of preventing land slide of new structure is provided, technical problem to be solved is accurately to obtain mini pile proterties in actual use; Thereby help mini pile applying in preventing land slide, be very suitable for practicality.
The object of the invention and solve its technical problem and can adopt following technical scheme to realize.
According to the method for testing of the mini pile proterties in a kind of preventing land slide of the present invention's proposition, said method comprises: make sliding bed through the mode of filling; The a plurality of mini pile grooves of excavation on said sliding bed are positioned over the mini pile that is provided with the stressed monitoring device of mini pile in the said mini pile groove, and place one or more mini piles in each mini pile groove; The said mini pile groove of placement in layers, and in said placement in layers process, place the horizontal pressure force monitoring device in said mini pile first distance of distance; On the sliding surface of said sliding bed, synovial membrane is set, and fills, form gliding mass, and in filling the gliding mass process, placing the horizontal pressure force monitoring device apart from mini pile second distance place at said synovial membrane higher slice; On said gliding mass, make domaticly, and a pile cap beam and a stake top displacement monitor are set; Top, slope at said gliding mass loads, and obtains the monitored data of each monitoring device output.
The object of the invention and solve its technical problem and can also adopt following technical measures to come further to realize.
Preferable; The method of testing of the mini pile proterties in the aforesaid preventing land slide; Wherein making sliding bed through the mode of filling comprises: be sliding bed medium with soil; Make sliding bed through the placement in layers mode, the said sliding surface of sliding bed is to form according to the soil that the sliding bed of slip surface shape removal of preset meter is gone up the relevant position.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein said mini pile is a precast reinforced concrete piles, the stressed monitoring device of mini pile comprises reinforcing bar meter and/or foil gauge.
Preferable; The method of testing of the mini pile proterties in the aforesaid preventing land slide; The stressed monitoring device of wherein said mini pile is arranged on the longitudinal reinforcement of said mini pile, and on the said mini pile in the density that is provided with that density is higher than the stressed monitoring device of mini pile in other scope that is provided with apart from the stressed monitoring device of mini pile in sliding surface or the sloping top predetermined distance range.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein said synovial membrane comprises: layer of plastic film at least.
Preferable; The method of testing of the mini pile proterties in the aforesaid preventing land slide; Wherein placing the horizontal pressure force monitoring device comprises: when filling predetermined altitude; Excavation horizontal pressure force monitoring device groove is positioned over said horizontal pressure force monitoring device in the said horizontal pressure force monitoring device groove, and between horizontal pressure force monitoring device and horizontal pressure force monitoring device cell wall, fills dry particulate matter.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein said method also comprises in forming the gliding mass process: boundary position is provided with one or two vertical sand launders in gliding mass.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein top, the slope loading at said gliding mass comprises: in the pressurization step by step of the top, slope of said gliding mass.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein said method also comprises: the data according to said stake top displacement monitor obtains when determining change in displacement speed above the predetermined displacement rate of change, stop to load; And/or the data that obtain according to said stake top displacement monitor when determining displacement and reach the predetermined displacement amount, stop to load.
Preferable, the method for testing of the mini pile proterties in the aforesaid preventing land slide, wherein said predetermined displacement amount comprises: mini pile stake footpath.
By technique scheme, the method for testing of the mini pile proterties in the preventing land slide of the present invention has advantage and beneficial effect at least:
1., the present invention comprises the major landslip model of sliding bed, sliding surface, gliding mass, mini pile and various monitoring devices through setting; And on the landslide slope top of model loads; Can obtain the overall process proterties of mini pile accurately, and obtain the failure mode of mini pile intuitively from stressed to destruction.
2., the present invention is provided with sliding bed and gliding mass through adopting the placement in layers mode, be free to the burial place of horizontal pressure force monitoring device is set, thereby can obtain the soil pressure parameter of its demand position according to the mini pile proterties test needs of reality.
3., because the present invention can obtain near the soil pressure the mini pile under the different loads according to the data that each horizontal pressure force monitoring device under the different loads records; Therefore; The present invention can carry out aggregate analysis to the data that record, and then obtains the stressed distribution situation of mini pile, respectively arranges the multiple parameters that real value is arranged such as soil pressure situation at each position in the allocation proportion, gliding mass of the suffered Thrust of Landslide of mini pile.
4., the present invention can obtain different to load the data that the stressed monitoring device of each mini pile down records, thereby the present invention can obtain the mini pile character parameters such as pile body moment of flexure and the shearing regularity of distribution of the different strain rules that load each position of mini pile pile body down, mini pile based on these data that record.
5., the present invention can accurately obtain differently to load the change in displacement of miniature pile group down through adopting a stake top displacement monitor, and helps the mini pile proterties test to control accurately.
In sum, the present invention has obvious improvement technically, and has tangible good effect, really is the new design of a novelty, progress, practicality.
Above-mentioned explanation only is the general introduction of technical scheme of the present invention; Understand technological means of the present invention in order can more to know; And can implement according to the content of manual, and for let of the present invention above-mentioned with other purposes, feature and advantage can be more obviously understandable, below special act preferred embodiment; And conjunction with figs., specify as follows.
Description of drawings
Fig. 1 is the test model sketch map of the mini pile proterties in the preventing land slide of the present invention;
Fig. 2 is the test model master pseudosection of the mini pile proterties in the preventing land slide of the present invention;
Fig. 3 is single mini pile sectional drawing and the tester artwork in the test model of the present invention.
The specific embodiment
Reach technological means and the effect that predetermined goal of the invention is taked for further setting forth the present invention; Below in conjunction with accompanying drawing and preferred embodiment; To its specific embodiment of method of testing, structure, characteristic and the effect thereof of the mini pile proterties in the preventing land slide that proposes according to the present invention, specify as after.
The method of testing of the mini pile proterties in embodiment one, the preventing land slide.
The present invention at first need be provided with large-scale physics landslide model, and this physics landslide model comprises: sliding bed, sliding surface, gliding mass and be arranged at a plurality of mini piles and a plurality of monitoring devices etc. wherein.Above-mentioned sliding bed can mainly be that medium employing placement in layers mode is provided with soil with gliding mass, and above-mentioned mini pile can be preformed pile (like precast reinforced concrete piles etc.).Secondly, load on the top, slope of the physics landslide model that success is provided with, and obtain the data of each monitoring device, the slip of landslide under loading helps mini pile research from stressed to the overall process proterties of destroying under the effect of landslide.At last, after stopping to load, can carry out section excavation (as carry out the section excavation along the gliding mass glide direction) to the physics model that comes down, thereby further get information about the destruction situation of mini pile.
The method of present embodiment mainly comprises the steps:
S100, make sliding bed through the mode of filling.
Concrete, sliding bed can be slided the non-native media such as can including a spot of sandstone in the medium that fills of bed with soil for mainly filling medium.The present invention can adopt the placement in layers mode to make sliding bed, promptly the sliding bed of lower floor fill medium be filled and tamp after recharge last layer sliding bed fill medium, and the sliding bed of tamping new one deck is filled a medium.
The concrete shape of the upper surface (being sliding surface) of sliding bed of the present invention can be provided with according to the actual requirements, and for example, sliding bed can be specially the sliding bed with circular arc sliding surface, and more for example, sliding bed can be the sliding bed of the sliding surface of two dimensional surface with certain slope.The present invention does not limit the concrete shape of sliding bed.
The sliding surface of sliding bed can be realized through the soil property of removing the relevant position of sliding bed; A concrete example; After the general shape of having tamped sliding bed; Remove the soil of the relevant position on the external surface of sliding bed according to the shape of the sliding surface that designs in advance, thereby form gliding mass with the slip surface shape that designs in advance.
S110, successfully filling the one or more mini pile grooves of excavation on the sliding bed of completion, the mini pile that is provided with the stressed monitoring device of mini pile is positioned in the mini pile groove, and can places one or more mini piles in each mini pile groove.
After sliding bed successfully filled completion, excavation mini pile groove on sliding bed helped the fastness of sliding bed and the fastness that mini pile is provided with again.Owing to not only mini pile need be set in the mini pile groove; Also the horizontal pressure force monitoring device need be set; Therefore, the excavation size of mini pile groove should be according to the diameter of mini pile, decide to the size that position and horizontal pressure force monitoring device specifically are set of the horizontal pressure force monitoring device of mini pile setting and the exploitativeness of operation.
Mini pile of the present invention is a preformed pile, and for example, this mini pile is specially precast reinforced concrete piles.When making preformed pile, should the stressed monitoring device of one or more mini piles be set according to the relevant position of design requirement on mini pile, like reinforcing bar meter, foil gauge etc.Generally; The stressed monitoring device of a plurality of mini piles should be set on the mini pile; And the density that is provided with of the zones of different of the stressed monitoring device of mini pile on a mini pile can be inequality, a concrete example: the density that is provided with near the stressed monitoring device of mini pile in sliding surface or stake top zone on the mini pile is higher than on the mini pile density that is provided with away from the stressed monitoring device of mini pile in sliding surface and zone, stake top.Be meant apart from a sliding surface or the top predetermined distance range near sliding surface or zone, stake top, be meant apart from the scope outside sliding surface and the stake top preset distance away from sliding surface and zone, stake top.
The stressed monitoring device of above-mentioned mini pile such as reinforcing bar meter and/or foil gauge etc. can be arranged on the longitudinal reinforcement of mini pile, and the stressed monitoring device of this mini pile can be arranged on the longitudinal reinforcement of front and back of mini pile.Here so-called front longitudinal reinforcement is meant the lateral surface of mini pile towards the top reinforcing bar of gliding mass glide direction, and so-called here back longitudinal reinforcement is meant the lateral surface of mini pile towards the rearmost reinforcing bar of gliding mass glide direction.
S120, placement in layers mini pile groove, and in the placement in layers process, placing the horizontal pressure force monitoring device apart from mini pile first distance.
Concrete, after mini pile being placed in the mini pile groove, should fill the mini pile groove.The process of filling the mini pile groove should adopt the mode of placement in layers equally, and the last layer that promptly after the filling medium of the lower floor of mini pile groove is filled and tamps, recharges the mini pile groove is filled medium, and the filling medium of the new one deck in the compacting mini pile groove.This dam filling construction helps the fastness that mini pile is provided with.
In the process of placement in layers mini pile groove; According to the horizontal pressure force monitoring device be provided with locational requirement with a mini pile groove placement in layers when the predetermined altitude; Excavate horizontal pressure force monitoring device groove in this mini pile groove middle distance mini pile first distance, and a horizontal pressure force monitoring device is positioned in the horizontal pressure force monitoring device groove of excavation, afterwards; Between the cell wall of horizontal pressure force monitoring device and horizontal pressure force monitoring device groove, fill the dried granules material, like Sha Fen etc.
At above-mentioned horizontal pressure force monitoring device is that this earth pressure cell should vertically be positioned in the horizontal pressure force monitoring device groove under the pressure cell situation of (also can be called earth pressure cell), so that measure near the horizontal pressure force the mini pile.
Above-mentioned horizontal pressure force monitoring device such as earth pressure cell etc. can be arranged at the position apart from the front of mini pile or back first distance.The position of so-called here front first distance apart from mini pile is meant on the gliding mass glide direction; Position apart from lateral surface first distance of the top reinforcing bar of mini pile; The position of so-called here back first distance apart from mini pile is meant on the gliding mass glide direction, apart from the position of lateral surface first distance of the rearmost reinforcing bar of mini pile.The present invention can be provided with a plurality of horizontal pressure force monitoring devices around mini pile by the periphery at mini pile in sliding bed zone, and is provided with multilayer horizontal pressure force monitoring device.
S130, on the sliding surface of sliding bed, synovial membrane is set, and fills, forming gliding mass, and in filling the gliding mass process, placing the horizontal pressure force monitoring device apart from mini pile second distance place at the synovial membrane higher slice.
Concrete, after each mini pile groove is all filled the height of sliding surface, synovial membrane being set on sliding surface, this synovial membrane can be at least one layer of plastic sheeting, like two layers of plastic thin films.Afterwards, fill, to make gliding mass at the synovial membrane higher slice.
Gliding mass can be with soil for mainly filling medium, gliding mass fill non-native media such as can including a spot of sandstone in the medium.The process of filling gliding mass can adopt the mode of placement in layers equally, promptly the gliding mass of lower floor fill medium be filled and tamp after recharge last layer gliding mass fill medium, and the gliding mass of tamping new one deck is filled medium.This gliding mass dam filling construction helps the fastness of gliding mass setting and the fastness that mini pile is provided with.
Fill in the process at above-mentioned gliding mass; Should be according to the horizontal pressure force monitoring device locational requirement is set when gliding mass fills predetermined altitude; Excavating horizontal pressure force monitoring device groove apart from mini pile second distance place; And the horizontal pressure force monitoring device is positioned in the horizontal pressure force monitoring device groove, afterwards, between horizontal pressure force monitoring device and horizontal pressure force monitoring device cell wall, fill dry particulate matter.
Above-mentioned horizontal pressure force monitoring device such as earth pressure cell etc. can be arranged at the position apart from the front of mini pile or back second distance.The position of the so-called here front second distance apart from mini pile is meant on the gliding mass glide direction; Position apart from the lateral surface second distance of the top reinforcing bar of mini pile; The position of the so-called here back second distance apart from mini pile is meant on the gliding mass glide direction, apart from the position of the lateral surface second distance of the rearmost reinforcing bar of mini pile.The present invention can be provided with a plurality of horizontal pressure force monitoring devices around mini pile by the periphery at mini pile in the gliding mass zone, and is provided with multilayer horizontal pressure force monitoring device.Above-mentioned second distance can equate with first distance.
Because the soil body can form the angle of inclination of a nature when filling, the sliding bed below the synovial membrane is slipper not, can not receive the influence of filling formed natural angle of inclination; And the above gliding mass of synovial membrane is a slipper, and the existence meeting of the border soil body forms inhibition to the slip of gliding mass, and promptly this angle of inclination that forms naturally can increase the coefficient of stability on landslide.During design gliding mass shape generally is to calculate with section, and therefore the both sides of desirable gliding mass shape should be vertical, and these both sides are meant the foremost and backmost of the main apparent direction of model shown in Figure 1.Actual when filling the soil body left and right sides of gliding mass can form the slope; This slope makes that the actual coefficient of stability of gliding mass is bigger than the coefficient of stability of design; Gliding mass is not easy to slide like this; Thereby can cause the adverse effect of two aspects: the one, make the heap(ed) capacity on top, gliding mass slope increase, difficulty of test and workload strengthen; The 2nd, the influence of the border soil body is difficult to quantize, and has reduced the science of test.
For eliminating the border soil body to the normal influence of sliding of gliding mass model; Avoid above-mentioned unfavorable factor; The present invention can be provided with one or two sand launders at the boundary of gliding mass; This sand launder is along the vertical sand launder that connects fully from top to bottom that is provided with of gliding mass glide direction, thereby makes the practical function district of model separate with the slope on border, the left and right sides, just forms landslide model as shown in Figure 1.
The concrete method of operating that sand launder is set in gliding mass is: when filling gliding mass; Whenever one deck (approximately 30cm) bankets; After the compacting; Boundary position respectively excavates a groove along the gliding mass glide direction in the both sides of this layer, the degree of depth of groove and individual layer to fill soil body thickness identical, in this groove, fill sand and form sand launder.The width of sand launder is generally 10cm and gets final product.The instrument difference of excavation groove may cause the width of groove inconsistent.Consistent for the width that guarantees groove, can place baffle plate in the design width position of groove, a side of baffle plate is filled out sand, and opposite side bankets, and compacting gets final product, and baffle plate can take out in order to using next time.When filling another layer soil body, should be noted that the sand launder position of this layer, make the levels sand launder to dock fully, form the integral body of a perforation to guarantee the sand launder in the vertical direction, thereby effectively eliminate the influence that the border soil body slides to gliding mass.
S140, on the gliding mass that successfully fills, make domaticly, and a pile cap beam and a stake top displacement monitor are set.
The concrete shape of the upper surface of gliding mass of the present invention (promptly domatic) can be provided with according to the actual requirements, and for example, gliding mass can be the domatic gliding mass of two dimensional surface with certain slope.In addition, the top of gliding mass (being the top, slope of gliding mass) should be able to be provided with the platform with certain width, loads with top, convenient slope.Except the top, slope should be able to be provided with the platform, the present invention does not limit the concrete shape of gliding mass.
The domatic soil property that can pass through the relevant position of removal gliding mass of gliding mass realizes; A concrete example; After the general shape of having tamped gliding mass; Soil according to the relevant position on the external surface of the domatic shape removal gliding mass that designs in advance has the gliding mass of the slope shape of design in advance thereby form.
Pile cap beam links together each mini pile, to strengthen the globality of mini pile.Stake top displacement monitor can be arranged on the pile cap beam.
The making of pile cap beam is settled and can be adopted dual mode among the present invention, and a kind of is the field fabrication pile cap beam, and another kind is prefabricated pile cap beam.
The object lesson that pile cap beam is made at the scene is: in the soil body of position, mini pile stake top, excavate groove, this groove can connect the stake top of adjacent mini pile, then, and direct fluid concrete in groove.
Another object lesson of field fabrication pile cap beam is: on the soil body of position, stake top, install template, then, fluid concrete on template.
The mode of field fabrication concrete contact beam can make the stake of the mini pile in contact beam and the actual engineering push up a position to be consistent fully, and still, concrete such as needs just can carry out follow-up test after reaching curing age (being generally 28 days), and test period is consuming time longer.
An object lesson of prefabricated pile cap beam is: materials such as employing shaped steel carry out the making of pile cap beam in advance according to the position of the mini pile that is provided with in advance; Like this; After gliding mass completes, can directly the pile cap beam of making in advance be assemblied in mini pile stake top.
The mode of prefabricated pile cap beam can shorten test period, and still, may have the prefabricated pile cap beam and the position of the mini pile of reality is not the phenomenon of mating very much.
S150, load, and obtain the monitored data of each monitoring device output on slope top.The top, slope here is meant the top (promptly topmost) of gliding mass.
When the top, slope is loaded, can adopt the form of pressurization step by step, a concrete example; On the platform on top, slope, load a less load earlier; After the monitored data that each monitoring device is exported is stablized, on the platform on top, slope, load a bigger load, after the monitored data of each monitoring device output is stablized; Load the next stage load on the top, slope again; And the like, when the data computation that obtains according to stake top displacement monitor goes out a top change in displacement speed and surpasses predetermined displacement rate of change and/or a stake top displacement and reach predetermined displacement, stop the top, slope and load.The predetermined displacement here can be mini pile stake footpath.
Stopping after slope top loads, can excavate, excavating like section, so that observe the ruined form of mini pile intuitively along the gliding mass glide direction to the physics model that comes down.
The monitored data of above-mentioned each monitoring device output can be carried out multiple computing according to actual needs; Confirming the required parameter of multiple reality of mini pile and gliding mass etc., present embodiment does not limit and utilizes monitored data to carry out computing and the particular content of the parameter that calculates.
The method of testing of the mini pile proterties in embodiment two, the preventing land slide.Describe below in conjunction with 1 to 3 pair of this method of testing of accompanying drawing.
Be carrying out smoothly of guarantee test, on design landslide during model, the model that should guarantee to come down is not being established the coefficient of stability under the mini pile situation between 1.0～1.1; The model that promptly comes down is in basicly stable state; Like this, it is excessive that follow-up heap(ed) capacity can be unlikely to, thereby avoid increasing the difficulty of test.The parameters such as pile spacing of the laying form of mini pile, row's number of mini pile and mini pile can freely design according to the research purpose.
In the manufacturing process of mini pile, should note protection to the lead of foil gauge 10.
Step 6, placement in layers deep trouth.Present embodiment adopts the placement in layers mode to fill this deep trouth.The machinery compacting can not be used if the spacing between the mini pile 4 is less, then hand compaction can be adopted.In the process of placement in layers deep trouth, can be at the embedding earth pressure cell 9 in position of the earth pressure cell 9 that designs in advance.Earth pressure cell 9 should be vertically embedding, with testing level to soil pressure.During embedding earth pressure cell 9, in the time of can earlier the soil in this deep trouth being filled design height, dig the size sulculus more bigger again, after putting into earth pressure cell 9, the space between earth pressure cell 9 and the sulculus cell wall is filled up with dry flour sand than earth pressure cell 9.Earth pressure cell 9 before the stake of cylindrical mini pile 4 after the stake should and mini pile 4 between have the spacing of 2～3cm so that earth pressure cell 9 is stressed evenly.
Step 7, when above-mentioned deep trouth is filled sliding surface 2 positions, sliding surface 2 is completed, and on sliding surface 2, lays double-plastic, so that synovial membrane to be set.
Step 8, placement in layers gliding mass 3.Present embodiment adopts the placement in layers mode to fill this gliding mass 3.In the process of placement in layers gliding mass 3, can be at the embedding earth pressure cell 9 in position of the earth pressure cell 9 that designs in advance.Same, earth pressure cell 9 should be vertically embedding, with testing level to soil pressure.During embedding earth pressure cell 9; When can be earlier the soil of this gliding mass 3 being filled design height; Dig a plurality of (as two) size sulculus more bigger at the periphery of mini pile 4, after putting into earth pressure cell 9, the space between earth pressure cell 9 and the sulculus cell wall is filled up with dry flour sand than earth pressure cell 9.Earth pressure cell 9 before the stake of cylindrical mini pile 4 after the stake should and mini pile 4 between have the spacing of 2～3cm so that earth pressure cell 9 is stressed evenly.The segment section of part earth pressure cell of burying underground 9 and the mini pile 4 that is provided with foil gauge 10 is shown in accompanying drawing 3.
Be to eliminate the influence of boundary effect, present embodiment can respectively be made a vertical sand launder in the position, border, both sides of gliding mass 3, and the width of sand launder can be for about 10cm, and fills with sand.
Step 9, make domatic.On gliding mass 3, make domaticly according to the shape on landslide of design in advance from top to down, and the unnecessary soil body that produces in the domatic manufacturing process walked clearly.That makes is domatic as attaching shown in Fig. 1 and 2.
Step 10, making pile cap beam.Pile cap beam 5 can connect adjacent mini pile 4, with globality and the intensity that strengthens miniature pile group.
Step 11, an installation stake top displacement monitor (like stake top displacement meter).Stake top displacement meter can be arranged on the pile cap beam.The stake top displacement meter that is provided with can be for one or more.
Step 12, top, slope load.Concrete, can test the initial value that obtains and write down each monitoring element output earlier, then, to the sloping top classification load application of gliding mass 3.Behind each load application, the monitored data of each monitoring element output of real-time measurement, treat that the corresponding monitored data of this grade load is basicly stable after, apply the next stage load again.
Step 13, obviously speed or, stop to load monitoring a displacement data of top displacement monitor output when reaching a times of stake footpath of mini pile 4 in the variation of the displacement data that monitors the displacement monitor output of top.
Step 14, sloping top loading carried take away, test model is carried out section excavation, the destruction situation of observing mini pile 4 and gliding mass 3 intuitively along glide direction.
The above only is preferred embodiment of the present invention; Be not that the present invention is done any pro forma restriction; Though the present invention discloses as above with preferred embodiment, yet be not that any professional and technical personnel of being familiar with is not in breaking away from technical scheme scope of the present invention in order to qualification the present invention; When the technology contents of above-mentioned announcement capable of using is made a little change or is modified to the equivalent embodiment of equivalent variations; In every case be the content that does not break away from technical scheme of the present invention, to any simple modification, equivalent variations and modification that above embodiment did, all still belong in the scope of technical scheme of the present invention according to technical spirit of the present invention.
Claims (10)
1. the method for testing of the mini pile proterties in the preventing land slide is characterized in that said method comprises:
Make sliding bed through the mode of filling;
The a plurality of mini pile grooves of excavation on said sliding bed are positioned over the mini pile that is provided with the stressed monitoring device of mini pile in the said mini pile groove, and place one or more mini piles in each mini pile groove;
The said mini pile groove of placement in layers, and in said placement in layers process, place the horizontal pressure force monitoring device in said mini pile first distance of distance;
On the sliding surface of said sliding bed, synovial membrane is set, and fills, form gliding mass, and in filling the gliding mass process, placing the horizontal pressure force monitoring device apart from mini pile second distance place at said synovial membrane higher slice;
On said gliding mass, make domaticly, and a pile cap beam and a stake top displacement monitor are set;
Top, slope at said gliding mass loads, and obtains the monitored data of each monitoring device output.
2. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, saidly makes sliding bed through the mode of filling and comprises:
With soil is sliding bed medium, makes sliding bed through the placement in layers mode, and the said sliding surface of sliding bed is to form according to the soil that the sliding bed of slip surface shape removal of preset meter is gone up the relevant position.
3. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, said mini pile is a precast reinforced concrete piles, and the stressed monitoring device of said mini pile comprises reinforcing bar meter and/or foil gauge.
4. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1; It is characterized in that; The stressed monitoring device of said mini pile is arranged on the longitudinal reinforcement of said mini pile, and on the said mini pile in the density that is provided with that density is higher than the stressed monitoring device of mini pile in other scope that is provided with apart from the stressed monitoring device of mini pile in sliding surface or the stake top predetermined distance range.
5. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, said synovial membrane comprises: layer of plastic film at least.
6. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, said placement horizontal pressure force monitoring device comprises:
When filling predetermined altitude, excavation horizontal pressure force monitoring device groove is positioned over said horizontal pressure force monitoring device in the said horizontal pressure force monitoring device groove, and between horizontal pressure force monitoring device and horizontal pressure force monitoring device cell wall, fills dry particulate matter.
7. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, said method also comprises in forming the gliding mass process:
Boundary position is provided with one or two vertical sand launders in gliding mass.
8. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, loads on the top, slope of said gliding mass to comprise: in the pressurization step by step of the top, slope of said gliding mass.
9. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 1 is characterized in that, said method also comprises:
Data according to said stake top displacement monitor obtains when determining change in displacement speed above the predetermined displacement rate of change, stop to load; And/or
The data that obtain according to said stake top displacement monitor when determining displacement and reach the predetermined displacement amount, stop to load.
10. the method for testing of the mini pile proterties in the preventing land slide as claimed in claim 9 is characterized in that, said predetermined displacement amount comprises: mini pile stake footpath.
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| CN103498467A (en) * | 2013-10-14 | 2014-01-08 | 成军 | High-bearing-capacity foundation pile and processing method for high-bearing-capacity foundation pile and foundation |
| CN106759547A (en) * | 2017-01-04 | 2017-05-31 | 福州大学 | Integral Abutment, pile foundation and soil interaction pseudo-static experimental measurement apparatus and its installation method |
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| CN107942038A (en) * | 2017-12-26 | 2018-04-20 | 石家庄铁道大学 | Slope retaining model assay systems and test method |
| CN107942038B (en) * | 2017-12-26 | 2023-09-08 | 石家庄铁道大学 | Side slope support model test system and test method |
| CN108643250A (en) * | 2018-05-23 | 2018-10-12 | 中铁二院工程集团有限责任公司 | A kind of model test apparatus and test method of Study of Landslides middle frame antiskid structure stress characteristic |
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