CN205314141U - Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system - Google Patents
Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system Download PDFInfo
- Publication number
- CN205314141U CN205314141U CN201521137098.1U CN201521137098U CN205314141U CN 205314141 U CN205314141 U CN 205314141U CN 201521137098 U CN201521137098 U CN 201521137098U CN 205314141 U CN205314141 U CN 205314141U
- Authority
- CN
- China
- Prior art keywords
- pressure
- friction pile
- axle
- soil
- pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Abstract
The utility model relates to a normal position side direction soil pressure test technical field provides friction pile stake side soil pressure continuous monitor device and friction pile monitoring system among the geotechnical engineering. Wherein, friction pile stake side soil pressure continuous monitor device is including the pressure monitoring unit, the pressure monitoring unit sets up front side and/or rear side at the friction pile, includes the bearing pad board parallel with the dado, bears the weight of panel and baffle, the subsides of bearing pad board are established the outside of dado, the outside of bearing pad board is provided with bears the weight of the panel, and bearing pad board and bear the weight of between the panel and to press from both sides the pressure sensor who is equipped with the area and is lighter than the bearing pad board and bears the weight of the panel, and pressure sensor is used for showing in real time the pressure value pz0 of current z degree of depth department of different stages, the medial surface of bearing pad board passes through power transmission shaft to be connected with the baffle, and the baffle setting is in the steel reinforcement cage of friction pile. The the device system realizes the smooth pile driving construction of antagonism under monitoring reliable data, the continuous prerequisite, becomes the long -term monitoring that the overall process was used in the stake guaranteeing.
Description
Technical field
This utility model relates to Geotechnical Engineering situ technical field of measurement and test, particularly relates to friction pile and Rock And Soil interaction technical field of measurement and test, is specially friction pile soil pressure against piles continuous monitoring device and friction pile monitoring system.
Background technology
Friction pile usually locates first pore-forming in the design stake position of slope body, then lays steel reinforcement cage, last casting concrete and form pile body. Retaining wall manually digging hole method because its occupied ground is few, cost is low, technique is simple, easily controllable quality, construction time pollute the advantage such as little and be widely used in the pore-forming of friction pile. In friction pile pore forming process, retaining wall is as the temporary support structures of stake holes after excavation, it is primarily subjected to the soil body soil lateral pressure to its generation on rear side of retaining wall, the size of this soil pressure force value changes with the increase of cutting depth and digging time, now, obtain the Changing Pattern of soil pressure suffered by different depth place retaining wall and the horizontal displacement feature of Pile side soil body in pore digging process, to optimizing dado structure design, anticipation anti-slide pile design reasonability and understanding slope body deformability situation etc., there is important engineering practical function.
At present, friction pile soil pressure against piles measuring method is more single, mainly earth pressure gauge or soil pressure cell they is connected with steel reinforcement cage by the mode of colligation or welding, the soil pressure that test friction pile pile body has born after having constructed. And the soil pressure cell deviation original position that work on the spot environment severe in practical situation often makes to bury underground or with the soil body, steel reinforcement cage loose contact or affected bigger by concreting, cause that its survival rate is on the low side, surveyed data distortion, credibility is difficult to ensure that, and cannot measure the situation of change of soil pressure in manually digging hole process.
Utility model content
(1) to solve the technical problem that
The technical problems to be solved in the utility model is just to provide a kind of reliable friction pile soil pressure against piles continuous monitoring device of Monitoring Data and friction pile monitoring system.
(2) technical scheme
In order to solve above-mentioned technical problem, this utility model provides a kind of friction pile soil pressure against piles continuous monitoring device, including the some groups of pressure monitoring unit laid along friction pile stake holes depth direction; Described pressure monitoring unit is arranged on front side and/or the rear side of described friction pile stake holes, including the Pressure-bearing pads parallel with retaining wall, bearing panel and baffle plate; Described Pressure-bearing pads is sticked in the outside of described retaining wall, the arranged outside of described Pressure-bearing pads has described bearing panel, and it being folded with the area pressure transducer less than described Pressure-bearing pads and bearing panel between described Pressure-bearing pads and bearing panel, described pressure transducer is for showing the pressure value P at the current z-depth place of different phase in real timez0; The medial surface of described Pressure-bearing pads is connected with described baffle plate by force transmission shaft, and described baffle plate is arranged in the steel reinforcement cage of friction pile.
Preferably, the bottom of described bearing panel is provided with maintenance brick.
Preferably, the area of described Pressure-bearing pads is 2～3 times of described bearing panel area.
Preferably, described force transmission shaft includes the first axle and the second axle that are coaxially disposed, described first axle is fixing with described Pressure-bearing pads to be connected, described first axle periphery is provided with the casing being fixed on described Pressure-bearing pads and being surrounded by described first axle, and the length of described casing is not more than the thickness of described retaining wall; Fix between described second axle and described baffle plate and be connected, and pass through nut screwing clamping between described first axle and the second axle.
Preferably, the material of described casing is PVC; Between described first axle and described Pressure-bearing pads, and distinguish threaded between described second axle and described baffle plate or weld.
Preferably, also including pressure correction module, described pressure correction module is connected with described pressure transducer, and to described Pz0It is modified, obtains revised pressure value Pz=Pz0×k1×k2, k1For monitoring device Area modificatory coefficient, k2For monitoring device materials diversity correction factor.
This utility model also provides for a kind of friction pile monitoring system, including above-mentioned friction pile soil pressure against piles continuous monitoring device.
Preferably, friction pile deformation continuous monitoring device is also included; Described friction pile deformation continuous monitoring device includes inclinometer pipe, soil body elastic compression deformation monitoring unit and deformation computing module; Described inclinometer pipe is be vertically installed at the inclinometer pipe outside described bearing panel; It is mounted on the automatic monitoring means of multiple horizontal displacement along depth direction, for monitoring the horizontal displacement S of current point inside described inclinometer pipeza; Described soil body elastic compression deformation monitoring unit is arranged between described bearing panel and inclinometer pipe, be used for monitoring inclinometer pipe described in different phase and between corresponding described bearing panel the soil body elastic compression deformation Szb; Described deformation computing module receives described SzaAnd Szb, and by described SzaAnd SzbProcess, calculate friction pile pore digging stage z-depth place earth horizontal displacement Sz1, and friction pile pile operational phase z-depth place earth horizontal displacement Sz2。
(3) beneficial effect
Friction pile soil pressure against piles continuous monitoring device of the present utility model, start just can soil pressure be monitored in real time from pore digging, the real-time monitoring of the in real time monitoring of friction pile pore digging stage dado structure soil pressure, pile operational phase friction pile soil pressure against piles can be completed, realize friction pile is carried the long term monitoring of overall process ensureing that Monitoring Data is reliable, under continuous print premise.
Further, friction pile soil pressure against piles continuous monitoring device of the present utility model, also include pressure correction module, the result that pressure transducer obtains can be provided rational modified computing method, and then friction pile design theory is modified with perfect, and offer reference for Pile side soil body stress deformation analysis.
Further, this utility model also provides for including the friction pile monitoring system of above-mentioned friction pile soil pressure against piles continuous monitoring device, this system also includes friction pile deformation continuous monitoring device on this basis, such that it is able to obtain the horizontal distortion of Pile side soil body and friction pile.
Accompanying drawing explanation
In order to be illustrated more clearly that this utility model embodiment or technical scheme of the prior art, the accompanying drawing used required in embodiment or description of the prior art will be briefly described below, apparently, accompanying drawing in the following describes is only embodiments more of the present utility model, for those of ordinary skill in the art, under the premise not paying creative work, it is also possible to obtain other accompanying drawing according to these accompanying drawings.
Fig. 1 is the friction pile partial front cross-sectional schematic after having constructed in embodiment;
Fig. 2 is I-I place cross-sectional schematic in Fig. 1;
Fig. 3 is II-II place cross-sectional schematic in Fig. 1;
Fig. 4 is the scheme of installation of inclinometer pipe in embodiment;
Fig. 5 be in embodiment in friction pile work progress inclinometer pipe install after structural representation;
Fig. 6 is structural representation during friction pile pore digging to first earth pressure test point in friction pile work progress in embodiment;
Fig. 7 is that first soil body elastic compression deformation monitoring unit in friction pile work progress in embodiment, the Pressure-bearing pads of pressure monitoring unit and bearing panel install the structural representation after putting in place;
Fig. 8 be in embodiment in friction pile work progress retaining wall built after structural representation;
Fig. 9 is structural representation after steel reinforcement cage installation in friction pile work progress in embodiment;
Figure 10 is the structural representation after the baffle plate installation of pressure monitoring unit in friction pile work progress in embodiment;
Figure 11 be in embodiment in friction pile work progress friction pile build after structural representation;
Figure 12 is the graph of relation of pore digging stage friction pile soil pressure against piles and the earth pressure test point degree of depth;
Figure 13 is the graph of relation of pile operational phase friction pile soil pressure against piles and the earth pressure test point degree of depth;
Figure 14 is the graph of relation of friction pile soil pressure against piles and the time of measurement;
Figure 15 is the proportionality coefficient graph of relation with the test point degree of depth of friction pile Pile side soil body static horizontal loading test;
In figure: 1, baffle plate; 2, bearing panel; 3, Pressure-bearing pads; 4, pressure transducer; 5, casing; 6, maintenance brick; 7, the first axle; 8, the second axle; 9, nut; 10, undisturbed soil; 11, banket; 12, retaining wall; 121, retaining wall supporting hoop reinforcement; 122, retaining wall supporting stirrup non-encrypted area; 13, reinforcing cage stirrup; 14, the main muscle of steel reinforcement cage; 15, the automatic monitoring means of horizontal displacement; 16, inclinometer pipe; 17, soil body elastic compression deformation monitoring unit.
Detailed description of the invention
Below in conjunction with drawings and Examples, embodiment of the present utility model is described in further detail. Following example are used for illustrating this utility model, but can not be used for limiting scope of the present utility model.
In description of the present utility model, it should be noted that, term " " center ", " longitudinal direction ", " transverse direction ", " on ", D score, " front ", " afterwards ", " left side ", " right side ", " vertically ", " level ", " top ", " end ", " interior ", orientation or the position relationship of the instruction such as " outward " are based on orientation shown in the drawings or position relationship, it is for only for ease of description this utility model and simplifies description, rather than the device of instruction or hint indication or element must have specific orientation, with specific azimuth configuration and operation, therefore it is not intended that to restriction of the present utility model.Additionally, term " first ", " second ", " the 3rd " are only for descriptive purposes, and it is not intended that indicate or hint relative importance.
Firstly the need of it is emphasized that mention " inner side " and " outside " in every case in the present embodiment, being all relative friction pile stake holes, from friction pile stake holes central shaft close together is inner side, otherwise is then outside.
The friction pile soil pressure against piles continuous monitoring device of the present embodiment, refers to Fig. 1 to 3, including the some groups of pressure monitoring unit along the distribution of friction pile stake holes depth direction, thus obtaining the friction pile soil pressure against piles at different depth place; Obviously, due to the stress power along landslide gradient direction that mainly the landslide soil body applies of friction pile, therefore, pressure monitoring unit mainly monitors the soil pressure of soil at both sides before and after friction pile, herein, both sides namely along the both sides, front and back looked of gradient direction, landslide before and after friction pile.
In view of this, pressure monitoring unit is arranged on front side and/or the rear side of described friction pile stake holes, including the Pressure-bearing pads 3 parallel with retaining wall 12, bearing panel 2 and baffle plate 1. Certainly, " front side of friction pile stake holes and/or rear side " herein should comprise front side and the rear side of friction pile stake holes inside and outside simultaneously. Wherein, Pressure-bearing pads 3 is sticked in the outside of retaining wall 12, obviously this retaining wall 12 namely front side retaining wall 12 or rear side retaining wall 12, and " Pressure-bearing pads 3 is sticked in the outside of retaining wall 12 " is only constructed for later structure with regard to friction pile herein, mentioning Specific construction process below, retaining wall 12 structure is not first installed to put in place before Pressure-bearing pads 3. Arranged outside at this Pressure-bearing pads 3 has bearing panel 2, and is folded with the area pressure transducer 4 less than described Pressure-bearing pads 3 and bearing panel 2 between described Pressure-bearing pads 3 and bearing panel 2. Wherein " sandwiched " refers to pressure transducer 4 and is arranged between Pressure-bearing pads 3 and bearing panel 2, and the medial surface of pressure transducer 4 contacts with the lateral surface of Pressure-bearing pads 3, and the lateral surface of pressure transducer 4 contacts with the medial surface of bearing panel 2.
Bearing panel 2 and pressure transducer 4 are in close contact, in order to monitor friction pile pore digging stage retaining wall 12 soil pressure Pz01And pile operational phase friction pile soil pressure against piles Pz02. In order to ensure in whole monitoring process bearing panel 2 will not because of construction time surrounding soil disturbance and sink, it is preferable that but be necessarily provided with maintenance brick 6 in the bottom of bearing panel 2 vertical direction. Additionally, bearing panel 2 herein is generally rigidity bearing panel 2. Further, owing to the area of bearing panel 2 is more than pressure transducer 4, hence in so that the lifting surface area of pressure transducer 4 increases, the impact on pressure transducer 4 monitoring result of the different-grain diameter soil body is reduced, thus ensureing accuracy and the reliability of test result.
In addition, Pressure-bearing pads 3 is also generally the rigidity Pressure-bearing pads 3 that material stiffness is bigger, and 2～3 times that area is described bearing panel 2 area, thus reducing the friction pile pore digging stage to act on the pressure on retaining wall 12, prevent retaining wall 12 from destroying, it is ensured that the validity and reliability of friction pile pore digging stage Monitoring on Earth Pressure.
On this basis, it is connected to force transmission shaft in the region of the Pressure-bearing pads 3 corresponding with pressure transducer 4, and Pressure-bearing pads 3 is connected with baffle plate 1 by this force transmission shaft, baffle plate 1 is arranged in the steel reinforcement cage of friction pile, thus stress being passed to baffle plate 1, for monitoring the soil pressure against piles P of friction pile pile operational phasez02。
Obviously, force transmission shaft is arranged on the inner side of Pressure-bearing pads 3, and is the threaded bore of 2～4cm preferably in being provided with 4～6 diameters in Pressure-bearing pads 3 region corresponding with pressure transducer 4, and force transmission shaft is tightened on Pressure-bearing pads 3 by this threaded bore.
In the present embodiment, it is preferable that force transmission shaft includes the first axle 7 and the second axle 8 being coaxially disposed, and wherein the first axle 7 length is 10～15cm, and is tightened on Pressure-bearing pads 3; Second axle 8 is threaded in the outside of baffle plate 1, and is connected by nut 9 between the first axle 7 and the second axle 8. Peripheral at the first axle 7 arranges the casing 5 being fixed on described Pressure-bearing pads 3 and being surrounded by described first axle 7, and it is provided with reserving hole on described casing 5, thus ensureing that when concrete guard wall 12 is built, concrete will not be fallen on the first axle 7, simultaneously facilitate the connection of follow-up first axle 7 and the second axle 8.
Wherein, casing 5 preferably but necessarily adopts the PVC of wall thickness 3～5mm. In addition, owing to the existence of casing 5 makes retaining wall 12 produce a cavity, therefore, the local pressure of retaining wall 12 will be increased by rigidity Pressure-bearing pads 3, in order to ensure the effectiveness of pore digging stage Monitoring on Earth Pressure, when preventing soil pressure excessive there is local failure in retaining wall 12, and retaining wall 12 arrangement of reinforcement in the upper and lower certain limit of the answering pressure monitoring means depth of burying (such as 0.5～1.0m) is encrypted.
Setting by above-mentioned force transmission shaft, it is ensured that the seriality of friction pile pore digging stage and pile operational phase Monitoring on Earth Pressure. Additionally, the seriality of the horizontal distortion test being mentioned below is also provided basis.
Corresponding different demands, the bearing panel 2 in pressure monitoring unit may need difformity size, different materials, therefore inevitably there is measurement error. In view of this, force value in order to above-mentioned pressure transducer 4 is recorded is modified, the sliding pile soil pressure against piles continuous monitoring device of the present embodiment also includes pressure correction module, described pressure correction module is connected with described pressure transducer 4, and the pressure value P at the current z-depth place that pressure transducer 4 is recordedz0It is modified, obtains revised pressure value Pz=Pz0×k1×k2。
Wherein, bearing panel 2 and pressure transducer 4 sensitive surface are close to closely knit, soil pressure directly acts on bearing panel 2, thus surveyed soil pressure force value should be linear with bearing panel 2 area and the pressure transducer 4 sensitive surface area likelihood ratio, thus can pass through to calculate the correction factor k that obtain being perpendicular to soil pressure action direction pressure monitoring unit with bearing panel 21
Wherein, A1For the surface area of the sensitive surface of described pressure transducer 4, A2Surface area for described bearing panel 2;
When the sensitive surface of pressure transducer 4 is R for circular and radius, and bearing panel 2 be square and length of side l, now k1=π R2/l2。
In addition, this friction pile soil pressure against piles continuous monitoring device can monitor friction pile from the pore digging stage to the change of the soil pressure of pile operational phase whole process, when the pore digging stage is monitored, the active force of pressure transducer 4 is transferred to retaining wall by Pressure-bearing pads 3 by retaining wall 12; In friction pile pile operational phase, by force transmission shaft, the active force of pressure transducer 4 is transferred to friction pile pile body via baffle plate 1. Therefore, in friction pile load metamorphism process, active force Transfer Medium difference because of Monitoring on Earth Pressure device can cause influence coefficient k2Difference, specifically
The friction pile pore digging stage
Friction pile pile operational phase
Wherein, EqFor the elastic modelling quantity of described pressure transducer 4, EcFor the elastic modelling quantity of described Pressure-bearing pads 3, EsFor the elastic modelling quantity of friction pile surrounding soil medium, E0For the elastic modelling quantity of described force transmission shaft, n is the quantity of described force transmission shaft.
The friction pile soil pressure against piles continuous monitoring device of the present embodiment, start just can soil pressure be monitored in real time from pore digging, the real-time monitoring of the in real time monitoring of friction pile excavation stage retaining wall 12 structured soil pressure, pile operational phase friction pile soil pressure against piles can be completed, realize friction pile is carried the long term monitoring of overall process ensureing that Monitoring Data is reliable, under continuous print premise.In addition by pressure correction module, it is possible to the result that pressure transducer 4 is obtained provides rational modified computing method, and then is modified friction pile design theory with perfect, and the stress deformation analysis for Pile side soil body is offered reference.
On the basis of the above, the present embodiment also provides for a kind of friction pile monitoring system, and it is except including friction pile soil pressure against piles continuous monitoring device, also includes deformation continuous monitoring device.
Specifically, this deformation continuous monitoring device mainly include being vertically installed at friction pile outside before and after the inclinometer pipe 16 of side, inclinometer pipe 16 is vertically installed at outside described bearing panel 2, and before friction pile pore digging pre-plugged; Inside inclinometer pipe 16, it is mounted on the automatic monitoring means 15 of multiple horizontal displacement along its length, the horizontal displacement monitoring value S of current point can be monitored by the automatic monitoring means 15 of this horizontal displacementza. The Pile side soil body horizontal displacement in friction pile pore digging stage and pile operational phase overall process different depth place can be monitored by this inclinometer pipe.
In the present embodiment, it is preferable that but necessarily it is provided with the inclinometer pipe 16 totally two being arranged in side, friction pile outside front and back, refer to Fig. 4. Certainly, the quantity of the inclinometer pipe in the present embodiment and distribution are not limited by the accompanying figures.
On this basis, in order to calculate friction pile pore digging stage z-depth place earth horizontal displacement Sz1, and friction pile pile operational phase z-depth place earth horizontal displacement Sz2, the friction pile deformation continuous monitoring device of the present embodiment also includes soil body elastic compression deformation monitoring unit 17 and deformation computing module. Wherein, soil body elastic compression deformation monitoring unit 17 be used for monitoring inclinometer pipe 16 described in different phase and between corresponding described bearing panel 2 soil body elastic compression deformation Szb. Obviously, " corresponding described bearing panel 2 " herein, if inclinometer pipe 16 is mounted on front side of friction pile, then bearing panel 2 herein that is to say the bearing panel 2 of certain depth outside the retaining wall 12 of front side. Described deformation computing module receives described SzaAnd Szb, and by described SzaAnd SzbProcess, calculate friction pile pore digging stage z-depth place earth horizontal displacement Sz1, and friction pile pile operational phase z-depth place earth horizontal displacement Sz2。
Wherein, the friction pile pore digging stage, the earth horizontal displacement S near bearing panel 2z1Main by Sza1And Szb1Comprehensively determine, specifically, Sz1Computational methods comprise the following steps:
S1, obtained the outside front/rear z-depth place horizontal displacement monitoring value S of current generation friction pile by the automatic monitoring means 15 of the horizontal displacement in described inclinometer pipe 16za1, Sza1=SZa1 digs-SAt the beginning of za1, SZa1 digsThe horizontal displacement that when building for friction pile, horizontal displacement automatic monitoring means 15 in z-depth place measures, SAt the beginning of za1The horizontal displacement that during for friction pile pore digging to z-depth place, automatic monitoring means 15 measures;
S2, obtain described in this stage z-depth place soil body elastic compression deformation monitoring value S between inclinometer pipe 16 and corresponding described bearing panel 2 by described soil body elastic compression deformation monitoring unit 17zb1, Szb1=SZb1 digs-SAt the beginning of zb1, wherein, SZb1 digsWhen building for friction pile, the horizontal displacement of z-depth place soil body elastic compression deformation monitoring unit 17 measures value, SAt the beginning of zb1After burying described pressure monitoring unit underground for friction pile pore digging to z-depth place, the horizontal displacement of soil body elastic compression deformation monitoring unit 17 measures value;
S3, obtain S by described deformation computing modulez1=Sza1-Szb1;
Wherein, friction pile pile operational phase, the earth horizontal displacement S near rigidity bearing panel 2z2Main by Sza2And Szb2Comprehensively determine, concrete Sz2Computational methods comprise the following steps:
S1, obtain current generation friction pile front/rear horizontal displacement monitoring value S by the automatic monitoring means 15 of the horizontal displacement in described inclinometer pipe 16za2, Sza2=SZa2 is eventually-SZa2 digs, SZa2 is eventuallyThe horizontal displacement that during for friction pile stabilization, horizontal displacement automatic monitoring means 15 in z-depth place measures, Sza2 DigThe horizontal displacement that the automatic monitoring means 15 of rear z-depth place horizontal displacement measures is built for friction pile;
S2, obtain described in this stage z-depth place soil body elastic compression deformation monitoring value S between inclinometer pipe 16 and corresponding described bearing panel 2 by described soil body elastic compression deformation monitoring unit 17zb2, described Szb2=SZb2 is eventually-SZb2 digs, wherein, SZb2 is eventuallyDuring for friction pile stabilization, the horizontal displacement of z-depth place soil body elastic compression deformation monitoring unit 17 measures value, SAt the beginning of zb2The horizontal displacement building rear z-depth place soil body elastic compression deformation monitoring unit 17 for friction pile measures value;
S3, obtain S by described deformation computing modulez2=Sza2-Szb2。
The friction pile monitoring system of the present embodiment, it is possible to obtain the horizontal distortion of Pile side soil body and friction pile.
Monitoring system based on above-mentioned friction pile, the present embodiment can in the hope of the proportionality coefficient m of friction pile pore digging stage z-depth place Pile side soil body static horizontal loading test1Computing formula be:
In formula, Pz1Record and through revised soil pressure correction value for friction pile pore digging staged pressure sensor 4.
The proportionality coefficient m of friction pile pile operational phase z-depth place Pile side soil body static horizontal loading test2Computing formula be:
In formula, Pz2Record and through revised soil pressure correction value for friction pile pile operational phase pressure transducer 4.
By obtaining the continuous real-time monitoring value of different depth place, friction pile pile body forward and backward side soil pressure and horizontal displacement, the distribution curve of the proportionality coefficient of the revised soil pressure of gained different phase and soil body horizontal resistance coefficient and Changing Pattern, can be used for analyzing friction pile load metamorphism mechanism and pile-soil interaction mechanism.
The anti-slide pile construction method of the present embodiment, refers to Fig. 5 to Figure 12, comprises the following steps:
S1, determine that friction pile arranges position according to Analysis of Slope Stability result, determine earth pressure test point number and corresponding MTD with friction pile length in conjunction with stratum distribution situation; Wherein, friction pile includes being positioned at the canned paragraph of below anti-skid section of more than sliding surface and sliding surface, is anti-skid section of more than sliding surface due to what bear resistance, accordingly, it is determined that mainly consider anti-skid section during earth pressure test point.
S2, along sliding direction on front side of friction pile and/or rear side boring, bury inclinometer pipe 16 underground, the automatic monitoring means 15 of horizontal displacement be installed described inclinometer pipe 16 in, install that to put a number, the degree of depth identical with earth pressure test point;
Wherein, inclinometer pipe is selected to be 0.5～1.0m apart from the distance of friction pile front-rear side walls according to practical operation.
S3, friction pile pore digging, successively excavate successively supporting, and install soil body elastic compression deformation monitoring unit 17 and pressure monitoring unit 4 one by one;
S3 includes:
When S31, first earth pressure test point of arrival, on the basis of undisturbed soil 10, excavate, according to the physical dimension of pressure monitoring unit, the groove burying described pressure monitoring unit 4 underground at stake holes front-rear side walls;Wherein, each side of groove should be arranged to the shape of smooth rule; Inside groove, top and the bottom excavation buries the deep hole of soil body elastic compression deformation monitoring unit 17 underground simultaneously, and deep hole bottom should arrive inclinometer pipe 16, and aperture is typically chosen in 3～5cm;
S32, first, install in deep hole corrugated can the protection sleeve pipe of pressurized self extending deformation, and soil body elastic compression deformation monitoring unit 17 is installed in sleeve pipe so that it is one end contacts with inclinometer pipe; Then, the sidewall being close to groove installs bearing panel 2, and makes it contact with the other end of soil body elastic compression deformation monitoring unit 17; Preferably maintenance brick 6 such as concrete brick being fitly positioned over the bottom inside groove, fragment of brick surface flushes, to ensure that bearing panel 2 energy is vertical, to rest easily within maintenance brick 6; Finally, bearing panel 2 is vertically placed on maintenance brick 6 against the medial wall of groove, it is ensured that tight between soil wall inside bearing panel 2 and groove;
Starting to backfill the soil body compacting from bottom portion of groove inside S33, bearing panel 2, banketing 11 highly should ensure that the sensitive surface of pressure transducer 4 is relative with the center of bearing panel 2; The sensitive surface of pressure transducer 4 is relative with the center of bearing panel 2 herein is for tonometric accuracy; S34, being placed on by pressure transducer 4 on backfill soil 11, pressure transducer 4 is corresponding with bearing panel 2 center, with soil body backfill pressure transducer 4 upper space compacting;
S35, Pressure-bearing pads 3 medial surface is threadeded with force transmission shaft, described force transmission shaft is divided into the first axle 7 and the second axle 8 being coaxially disposed, first the first axle 7 is threadeded with Pressure-bearing pads 3 medial surface, and it being arranged with casing 5 outside the first axle 7, it is prevented that during cast retaining wall 12, concrete is fallen on described first axle 7; Then fix after described Pressure-bearing pads 3 lateral surface is adjacent to pressure transducer 4 so that Pressure-bearing pads 3 is relative with pressure transducer 4 center, it is ensured that tonometric accuracy.
Clearly as casing 5 is set in outside the first axle 7, then the length of the first axle 7 is not to be exceeded the length of casing 5. On this basis, for the ease of the construction of follow-up retaining wall 12 and reinforcement cage structure, it is necessary to ensure that the length of casing 5 is not more than the thickness of retaining wall 12, thus casing 5 will not stretch out inside friction pile stake holes. Additionally, for the connection of follow-up first axle 7 and the second axle 8, casing 5 needs reserving hole.
S36, the reinforced concrete core-tube 12 encrypted at the position construction arrangement of reinforcement installing described pressure monitoring unit, thus being divided into retaining wall supporting hoop reinforcement 121 and retaining wall supporting stirrup non-encrypted area 122 by retaining wall 12;
In the S3 of the present embodiment, according to corresponding step in S3 carry out friction pile successively excavate, the installation of supporting and pressure monitoring unit. Further, in above-mentioned pore digging, supporting and pressure, deformation monitoring unit installation process, inclinometer pipe horizontal displacement is monitored in real time, mounted pressure, deformation monitoring unit are monitored in real time simultaneously.
S4, pore digging complete, and hang steel reinforcement cage, and steel reinforcement cage includes reinforcing cage stirrup 13 and the main muscle 14 of steel reinforcement cage;
S5, each earth pressure test point position corresponding, be fixed on the position that steel reinforcement cage is corresponding by baffle plate 1 respectively, and described baffle plate 1 is connected with the second axle 8, and connects the first axle 7 and the second axle 8;
Herein, baffle plate 1 is connected with steel reinforcement cage so that it is form entirety, it is ensured that the effectiveness of power transmission. Baffle plate 1 is generally rigid baffle 1.Second axle 8 is preferably threaded io on baffle plate 1, and is connected by nut 9 between the second axle 8 with the first axle 7, thus ensureing effective force between Pressure-bearing pads and baffle plate 1.
S6, casting concrete form friction pile pile body.
The oblique line streaking friction pile cross section in Fig. 5 to Figure 12 refers to the position of sliding surface.
On the basis of the above, by the real-time horizontal displacement monitoring of soil body elastic compression deformation monitoring unit 17 in the automatic monitoring means 15 of horizontal displacement in inclinometer pipe 16 and pile peripheral earth; Monitor friction pile soil pressure against piles in real time by pressure monitoring unit simultaneously.
Based on the construction method of the present embodiment friction pile, the friction pile that certain engineering major landslip engineering is adopted is constructed. Specifically, friction pile pile peripheral earth distribution situation from top to down is: (1) argillic horizon; (2) strongly weathered sand-rock; (3) weathered rock formation in. The work progress that this Engineering Anti sliding pile (includes friction pile soil pressure against piles continuous monitoring device and friction pile deformation continuous monitoring device) is as follows:
S1, determining that according to this slope project stability analysis result friction pile arranges position, and be 2.0m × 3.0m by calculating the sectional dimension determining friction pile, stake is long for 25.0m, the friction pile sliding surface long L of above stake of selected monitoring1For 18.0m, the long L of stake below sliding surface2For 7.0m, stake top is identical with this place's ground elevation, and pressure monitoring unit is installed in 3.0m, 6.0m, 9.0m, 12.0m, 15.0m, 18.0m place, below stake top respectively.
S2, holing along sliding direction lateral extent friction pile sidewall 0.8m place before and after friction pile initially with geological drilling rig, aperture is 120mm, and two borings should be positioned on the centrage of friction pile; Then, bury, in boring, the inclinometer pipe 16 that Φ 75 length is 20.0m underground; Finally, 6 automatic monitoring means 15 of horizontal displacement are installed in inclinometer pipe 16, below the some degree of depth respectively stake top 3.0m, 6.0m, 9.0m, 12.0m, 15.0m and 18.0m are installed, and start earth horizontal displacement and monitor in real time.
S3, friction pile pore digging, successively excavate successively supporting, and pore digging is of a size of 2.4m × 3.4m, often excavation retaining wall 12 of 1.0m supporting, the thick 200mm of retaining wall 12, adopts the bar-mat reinforcement of C20 concrete and Φ 8250.
When S3, the pore digging degree of depth reach 3.0m, bury ground floor friction pile Pile side soil resilient compression deformation monitoring unit 17 and soil pressure continuous monitoring device underground. First, physical dimension according to pressure monitoring unit excavates groove, groove height 33cm, wide 30cm, deep 6cm at stake holes front-rear side walls 3.0m depth, and each side of groove should be vertical, smooth, meanwhile, on the centrage of groove medial wall, 6cm place, distance top and bottom drills through the deep hole of the deep 68cm of Φ 40; Then, that installs soil body elastic compression deformation monitoring unit 17 and pressure monitoring unit successively respectively forms component, specifically includes following steps:
1) by the corrugated of long for Φ 40 68cm can the installation of guard sleeve of pressurized self extending deformation in deep hole, and the soil body elastic compression deformation monitoring unit 17 of Φ 30 is installed in sleeve pipe, its one end (test probe end) is made to contact with inclinometer pipe, the other end contacts with the bearing panel 2 being subsequently mounted, for ensureing the compactness of contact, the thin-wall steel tube of contact position one long 10cm of Φ 35 of welding that can be corresponding with soil body elastic compression deformation monitoring unit 17 on bearing panel 2, in order to fixing soil body elastic compression deformation monitoring unit 17;
2) long × wide × high maintenance brick 6 for 30cm × 3cm × 3cm being fitly positioned over the bottom inside groove, maintenance brick 6 surface flushes, to ensure that rigidity bearing panel 2 can vertically, smoothly be positioned on maintenance brick 6;
3) the rigidity bearing panel 2 that length × width x thickness is 30cm × 30cm × 15mm is placed on maintenance brick 6 against the inboard, upright of groove, rigidity bearing panel 2 adopts 304 model corrosion resistant plates, for ensureing inside rigidity bearing panel 2 and groove tight between soil wall, one layer of cement mortar can be smeared near soil body side at rigidity bearing panel 2;
4) starting to backfill native 11 bodies compacting with maintenance brick 6 end face bottom rigidity bearing panel 2 inboard groove, soil body backfill is highly 9～12cm, and it highly ensure that the sensitive surface of pressure transducer 4 is positioned at rigidity bearing panel 2 center;
5) being placed on by pressure transducer 4 on backfill soil 11, pressure transducer 4 adopts flat bellows pressure sensor 4, and its diameter is 120mm, and thickness is 25mm, deformation modulus Eq=3.0 × 105Pa, medium temperature is-20 °～80 °, sensitivity 1.0～1.5 ± 0.2; Pressure transducer 4 lateral surface is corresponding with rigidity bearing panel 2 center, pressure transducer 4 upper space compacting is backfilled with the soil body, for ensureing that pressure transducer 4 and rigidity bearing panel 2 are in close contact, can weld the steel loop of a diameter 128mm, high 8mm, wall thickness 2mm at rigidity bearing panel 2 medial center position, pressure transducer 4 contacts with rigidity bearing panel 2 after embedding;
6) rigidity Pressure-bearing pads 3 is installed, wherein, rigidity Pressure-bearing pads 3 size length × width x thickness is 60cm × 60cm × 10mm, rigidity Pressure-bearing pads 3 adopts 304 model corrosion resistant plates, first adopts screwed hole bit bore at the center position of rigidity Pressure-bearing pads 3, and bore diameter is 20mm, it is 20mm by diameter, length is first axle 7 of 10cm, and adopt nominal diameter is the reinforcing bar of B20mm herein, is tightened on rigidity Pressure-bearing pads 3; Then, at the peripheral casing 5 installing wall thickness 3mm, diameter 12cm, long 25cm of the first axle 7, reserving hole is formed, it is ensured that the first axle 7 will not be submerged when concrete guard wall 12 is built; Finally, the rigidity Pressure-bearing pads 3 of the first axle 7 of screwing on is fixed near the medial surface of pressure transducer 4, rigidity Pressure-bearing pads 3 center is directed at pressure transducer 4, and need digging outside groove or internal soil body backfill according to installation, for ensureing that rigidity Pressure-bearing pads 3 is in close contact the same steel loop adopting welding with pressure transducer 4 and installs;
7) at the reinforced concrete core-tube 12 of pressure monitoring unit position construction encryption arrangement of reinforcement, bar spacing is encrypted as 100mm, and adopts the form of rigidity Pressure-bearing pads 3 preformed hole colligation it to be connected with bar-mat reinforcement, to strengthen its globality and rigidity.
According to above-mentioned steps, friction pile is successively excavated, supporting, pressure monitoring unit successively below the stake top of friction pile 3 degree of depth be 6m, 9m, 12m, 15m, 18m position install. Wherein, it is preferable that by inclined tube 16, horizontal displacement is monitored in real time in the pore digging of S3, supporting and pressure monitoring unit installation course, mounted pressure, deformation monitoring unit are monitored in real time simultaneously.
S4, pore digging complete, and hang steel reinforcement cage.
S5, the second axle 8 being threaded io on rigid baffle 1 is connected by nut 9 with the first axle 7 being fixed on rigidity Pressure-bearing pads 3, rigid baffle 1 is the steel plate of 25cm × 25cm × 10mm, the diameter of the second axle 8 is 20mm, length is 40cm, the reinforcing bar that the second axle 8 adopts nominal diameter to be Φ 20mm herein; And the second axle 8, rigid baffle 1 are connected with steel reinforcement cage so that it is form entirety, it is ensured that the effectiveness of power transmission.
S6, casting concrete form friction pile pile body.
After having constructed, the soil pressure force value at different depth place and deflection before adopting the friction pile monitoring systematic survey friction pile stake of the present embodiment, after stake.
Wherein, the measurement of friction pile soil pressure against piles and correction in different phase certain engineering major landslip engineering to the present embodiment, the proportionality coefficient of graph of a relation between obtaining soil pressure and fathoming, soil pressure and the graph of a relation between the time and Pile side soil body static horizontal loading test and the graph of a relation between fathoming, refer to Figure 12 to Figure 15. in instances, the graph of a relation between soil pressure correction value and degree of depth when Figure 12 represents the friction pile pore digging stage stabilization recorded by soil pressure continuous monitoring device, the graph of a relation between soil pressure correction value and degree of depth when Figure 13 represents stabilization after the friction pile pile recorded by soil pressure continuous monitoring device, Figure 14 represents the whole process soil pressure correction value and the graph of a relation between the time that are recorded by 3. number soil pressure continuous monitoring device, Figure 15 represents the graph of a relation between proportionality coefficient and the degree of depth of being monitored the Pile side soil body static horizontal loading test that system obtains by friction pile.
Embodiment of above is merely to illustrate this utility model, but not to restriction of the present utility model. Although this utility model being described in detail with reference to embodiment, it will be understood by those within the art that, the technical solution of the utility model is carried out various combination, amendment or equivalent replacement, without departure from the spirit and scope of technical solutions of the utility model, all should be encompassed in the middle of right of the present utility model.
Claims (8)
1. a friction pile soil pressure against piles continuous monitoring device, it is characterised in that include the some groups of pressure monitoring unit laid along friction pile stake holes depth direction; Described pressure monitoring unit is arranged on front side and/or the rear side of described friction pile stake holes, including the Pressure-bearing pads parallel with retaining wall, bearing panel and baffle plate; Described Pressure-bearing pads is sticked in the outside of described retaining wall, the arranged outside of described Pressure-bearing pads has described bearing panel, and it being folded with the area pressure transducer less than described Pressure-bearing pads and bearing panel between described Pressure-bearing pads and bearing panel, described pressure transducer is for showing the pressure value P at the current z-depth place of different phase in real timez0; The medial surface of described Pressure-bearing pads is connected with described baffle plate by force transmission shaft, and described baffle plate is arranged in the steel reinforcement cage of friction pile.
2. friction pile soil pressure against piles continuous monitoring device according to claim 1, it is characterised in that the bottom of described bearing panel is provided with maintenance brick.
3. friction pile soil pressure against piles continuous monitoring device according to claim 1, it is characterised in that the area of described Pressure-bearing pads is 2～3 times of described bearing panel area.
4. friction pile soil pressure against piles continuous monitoring device according to claim 1, it is characterized in that, described force transmission shaft includes the first axle and the second axle that are coaxially disposed, described first axle is fixing with described Pressure-bearing pads to be connected, described first axle periphery is provided with the casing being fixed on described Pressure-bearing pads and being surrounded by described first axle, and the length of described casing is not more than the thickness of described retaining wall; Fix between described second axle and described baffle plate and be connected, and pass through nut screwing clamping between described first axle and the second axle.
5. friction pile soil pressure against piles continuous monitoring device according to claim 4, it is characterised in that the material of described casing is PVC;Between described first axle and described Pressure-bearing pads, and distinguish threaded between described second axle and described baffle plate or weld.
6. friction pile soil pressure against piles continuous monitoring device as claimed in any of claims 1 to 5, it is characterised in that also including pressure correction module, described pressure correction module is connected with described pressure transducer, and to described Pz0It is modified, obtains revised pressure value Pz=Pz0×k1×k2, k1For monitoring device Area modificatory coefficient, k2For monitoring device materials diversity correction factor.
7. a friction pile monitoring system, it is characterised in that include the friction pile soil pressure against piles continuous monitoring device described in any one in claim 1 to 6.
8. friction pile according to claim 7 monitoring system, it is characterised in that also include friction pile deformation continuous monitoring device; Described friction pile deformation continuous monitoring device includes inclinometer pipe, soil body elastic compression deformation monitoring unit and deformation computing module; Described inclinometer pipe is vertically installed at outside described bearing panel; It is mounted on the automatic monitoring means of multiple horizontal displacement along depth direction, for monitoring the horizontal displacement monitoring value S of current point inside described inclinometer pipeza; Described soil body elastic compression deformation monitoring unit is arranged between described bearing panel and inclinometer pipe, be used for monitoring inclinometer pipe described in different phase and between corresponding described bearing panel the soil body elastic compression deformation Szb; Described deformation computing module receives described SzaAnd Szb, and by described Sza, and SzbProcess, calculate friction pile pore digging stage z-depth place earth horizontal displacement Sz1, and friction pile pile operational phase z-depth place earth horizontal displacement Sz2。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201521137098.1U CN205314141U (en) | 2015-12-31 | 2015-12-31 | Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201521137098.1U CN205314141U (en) | 2015-12-31 | 2015-12-31 | Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205314141U true CN205314141U (en) | 2016-06-15 |
Family
ID=56200208
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201521137098.1U Active CN205314141U (en) | 2015-12-31 | 2015-12-31 | Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN205314141U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105525634A (en) * | 2015-12-31 | 2016-04-27 | 长沙理工大学 | Anti-slide pile side soil pressure continuous monitoring device, anti-slide pile monitoring system and monitoring method and anti-slide pile construction method |
| CN108343097A (en) * | 2018-01-26 | 2018-07-31 | 山东大学 | A kind of monitoring method of foundation pit rotary churning pile to overhead high-speed rail construction effect |
-
2015
- 2015-12-31 CN CN201521137098.1U patent/CN205314141U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105525634A (en) * | 2015-12-31 | 2016-04-27 | 长沙理工大学 | Anti-slide pile side soil pressure continuous monitoring device, anti-slide pile monitoring system and monitoring method and anti-slide pile construction method |
| CN105525634B (en) * | 2015-12-31 | 2017-05-24 | 长沙理工大学 | Anti-slide pile monitoring system and monitoring method and anti-slide pile construction method |
| CN108343097A (en) * | 2018-01-26 | 2018-07-31 | 山东大学 | A kind of monitoring method of foundation pit rotary churning pile to overhead high-speed rail construction effect |
| CN108343097B (en) * | 2018-01-26 | 2019-10-18 | 山东大学 | A kind of monitoring method of foundation pit rotary churning pile to overhead high-speed rail construction effect |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105525634B (en) | Anti-slide pile monitoring system and monitoring method and anti-slide pile construction method | |
| Wang et al. | Characteristics of wall deflections and ground surface settlements in Shanghai | |
| CN103233486B (en) | Testing device and testing method of anchor-tension type retaining wall model | |
| Tanner Blackburn et al. | Three-dimensional responses observed in an internally braced excavation in soft clay | |
| CN205636706U (en) | Normal position soil pressure test device | |
| Finno et al. | Observed performance of a sheetpile-supported excavation in Chicago clays | |
| US9091778B2 (en) | Earthquake monitoring device and installation method thereof | |
| CN107724400B (en) | The design and construction method of reservoir shallow tunnel foundation pit enclosure structure is closed in mountain area | |
| CN103741605B (en) | Suppressing beam body produces crack and suppresses the method that beam cracks expands | |
| Schwamb et al. | Considerations for monitoring of deep circular excavations | |
| CN105182404A (en) | Landslip simulating system | |
| CN205314141U (en) | Friction pile stake side soil pressure continuous monitor device and friction pile monitoring system | |
| Ignat et al. | Behavior of braced excavation supported by panels of deep mixing columns | |
| CN104988884B (en) | Installation method of concrete faced rock-fill dam void deformation monitoring device | |
| Nejjar et al. | Experimental study of the performance of a 32 m deep excavation in the suburbs of Paris | |
| CN101319894A (en) | Method for testing land subsidence caused by underground spacing | |
| CN110991009B (en) | Method for determining stress deformation of buried pipeline by soil body loss below pipeline | |
| JP3690467B2 (en) | Estimation method of ground constant | |
| CN105220719A (en) | Deep Thick Soft Ground Area bridge struction pile method for correcting error | |
| Gandhi | Observations on pile design and construction practices in India | |
| Evans et al. | Stresses in soil-bentonite slurry trench cutoff wall | |
| Hong et al. | Piled embankment to prevent damage to pipe buried in soft grounds undergoing lateral flow | |
| Grget et al. | Analysis of results of molasses tanks settlement testing | |
| CN207862907U (en) | Study the test platform of unfavorable geologic body and bridge structure interaction | |
| CN110529184B (en) | Monitoring system for stratum displacement and structural stress deformation in pipe curtain-structure method construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |