CN110528596A - A kind of static loading experiment construction technology and detection method based on self-balancing technology - Google Patents
A kind of static loading experiment construction technology and detection method based on self-balancing technology Download PDFInfo
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- CN110528596A CN110528596A CN201910629639.9A CN201910629639A CN110528596A CN 110528596 A CN110528596 A CN 110528596A CN 201910629639 A CN201910629639 A CN 201910629639A CN 110528596 A CN110528596 A CN 110528596A
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- reinforcement cage
- steel reinforcement
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The present invention relates to a kind of static loading experiment construction technologies based on self-balancing technology, include the following steps: 1, combined type load box baffle pre-cast concrete up and down；2, combined type load box and steel reinforcement cage weld；3, steel reinforcement cage and perfusion pile concrete are transferred；4, pile crown pipeline protection.Additionally provide a kind of static loading experiment detection method based on self-balancing technology；Technical solution of the present invention has the advantages that time saving, can be detected after soil stabilization after pile, is able to detect within 1-2 days finishes under normal circumstances, eliminates a large amount of time.It is laborsaving, there is no " preloading ", also should not bulky reaction frame, detection process is more convenient, safe and environment-friendly, and comprehensive detection is at low cost: detection stake press completely engineering pile production, be not required to reach ground, be not required to production pile crown.To the structure for having basement, compared with conventional method, detection pile length is shortened, and the detection stake through Dispose by grouting can still make engineering pile use after detection.
Description
Technical field
The present invention relates to straw treating device field, specifically a kind of static loading experiment construction technology based on self-balancing technology
And detection method.
Background technique
Pile bearing capacity self-balancing approach is by a kind of special loading device --- load of pre-plugged inside pile body
Case is embedded to corresponding position in stake together (specific location is according to the different purposes of test before concrete casting with steel reinforcement cage
Depending on condition), by the forcing pipe of load box and other required test devices (displacement bar and pillar, stress meter etc.) from stake
Body guides to ground, and pile is then perfused.To after age of stopping, by force (forcing) pump on ground by the pipeline of pre-plugged, to load
Case carries out pressurization load, so that load box generates the power of upper and lower both direction, and is transmitted to pile body.Due to pile body self-contained counter-force,
The data for being equivalent to two static tests: load box above section will be obtained, top pile body is corresponding anti-when obtaining Opposite side loading
Answer parameter；Part below load box, the respective reaction parameter of lower part pile body when obtaining positive load.By to loading force and parameter
The calculating and analysis of relationship, can obtain bearing capacity of pile foundation, bearing capacity of pile tip, side friction, frictional resistance between (displacement, stress etc.)
The volume of data such as power conversion coefficient.
The prior art mainly adopts accumulation load method or anchored pile-testing method, have the shortcomings that detection time is long, and detection process needs are set
Bulky reaction frame is set, detection process is inconvenient, and detection device volume is big, at high cost.
Summary of the invention
Technical problem to be solved by the invention is to provide a kind of static loading experiment construction technology based on self-balancing technology, with
Solve defect existing in the prior art.
The technical scheme to solve the above technical problems is that
A kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, such as Fig. 1
It is shown, include the following steps:
1) baffle pre-cast concrete above and below combined type load box:
A) lower baffle is perfused first, top baffle is then perfused；When top baffle is perfused, first oil pipe from upper
Water conservancy diversion body sidewall aperture is hauled out；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is not less than pile body coagulation
Native intensity, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
D) it after face baffle inner concrete solidification, is overturn with crane, pours another side baffle；
2) combined type load box and steel reinforcement cage weld: the load box being perfused being hung with crane side, by the load after slinging
Case is welded with steel reinforcement cage；Welding method are as follows:
A) a stirrup is respectively welded in the top and bottom of load box, stirrup outer diameter should be consistent with steel reinforcement cage internal diameter.
B) descending reinforcing cage main reinforcement is welded with the stirrup of top and bottom respectively on load box, and steel reinforcement cage and load box are necessary when welding
Guarantee that vertically Eccentricity control is within 5 degree.
C) weld loudspeaker muscle up and down: one end and load box guide hole edge of loudspeaker muscle are welded, and the other end is corresponding
Steel reinforcement cage welding.Loudspeaker muscle, which should ensure that, is greater than 60 ° with load box plane included angle.Quantity is not less than steel reinforcement cage main reinforcement number, and spacing is small
In the bore of tremie.
D) arrangement displacement pipeline and oil pipe；
E) steel reinforcement cage disk muscle encrypts: for the compression strength for improving load box top and bottom, in load box each 2 meters of ranges up and down
It is interior, steel reinforcement cage lateral tie is encrypted, its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be risen with two suspension hooks
It hangs；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5
Rice is bound with tied silk, and oil pipe is bound every 1 meter with tied silk；When using drag-line is displaced, 4 masters need to be also added on the outside of steel reinforcement cage
Muscle, for guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude
When lower than ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipe
Line；
C) pile concrete is perfused: conduit is by load box arrival stake end disturbing concrete, when concrete is close to load box
When, pulling out conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour
Concrete is to designing stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection:
Steel reinforcement cage decentralization finishes scene and starts the stand-down that detection has two weeks or more, to need to carry out warning-sign in pile crown
Note protects oil pipe and displacement pipe, properly protects at the top of displacement outer protection tube, prevent cement slurry from leaking into, guarantee that pipeline is not damaged.
Further, above-mentioned steps 2) step d) specifically: displacement pipe: include displacement bar+displacement pillar mode, position
It moves bar outer diameter and answers >=16mm, wall thickness >=1.5mm, displacement pillar outer diameter answers >=25mm, and wall thickness >=2.0mm is designed according to hole depth and grown
Degree, is connected to ground along steel reinforcement cage, using screwed connection, raw material band need to be twined when tightening, and compressive resistance after the completion of connection >=
2Mpa is respectively used to measurement pile body upper and lower displacement in 90 degree of arrangements.
A kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, such as Fig. 2
It is shown, include the following steps:
1) baffle pre-cast concrete under annular load box:
A) upward by annular load box baffle, it is placed in ground grading, other side oil pipe, filling adaptor, displacement bar
Etc. need to protect；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is not less than pile body coagulation
Native intensity, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
2) annular load box and steel reinforcement cage weld:
The load box being perfused is hung with crane side, the load box after slinging is welded with steel reinforcement cage；Welding method
Are as follows:
A) annular load box is welded with lower stirrup: weld a stirrup in the bottom side of load box, stirrup outer diameter should and steel reinforcement cage
Internal diameter is consistent.
B) annular load box and the docking of upper steel reinforcement cage: production L-type muscle, one end and upper steel reinforcement cage main reinforcement are welded, the other end with
The welding of load box upper cover plate.The specification of L-type muscle is consistent with the specification of steel reinforcement cage main reinforcement.L-type muscle and load box welding portion length
5cm fewer than the Ring Width of load box, with steel reinforcement cage main reinforcement coupling part, guarantee is overlapped welding 20cm with main reinforcement.Welding
When steel reinforcement cage must assure that with load box vertical, Eccentricity control is within 5 degree；
It is welded with L-type auxiliary bar, when welding, which need to be symmetrically welded, avoids local temperature is excessively high from burning out load box seal device, protects
Oil pipe and connector are protected；
C) annular load box dock with descending reinforcing cage: load box descending reinforcing cage main reinforcement and the welding of lower stirrup, reinforcing bar when welding
Cage must assure that vertical with load box, and Eccentricity control is within 5 degree；
D) weld horn-like guiding rib up and down: guiding rib diameter should be not less than Φ 16mm, and quantity is identical as main reinforcement, guiding rib
It should be greater than 60 ° with load box angle, guiding rib one end is welded on load box top panel mesoporous inner wall, and the other end is welded on steel reinforcement cage
In main reinforcement；Purpose is guiding concrete conduit by load box centre bore progress secondary pile hole cleaning and casting, while playing booster action；
E) arrangement displacement pipe and oil pipe；
F) steel reinforcement cage disk muscle encrypts: for the compression strength for improving load box top and bottom, in load box each 2 meters of ranges up and down
It is interior, steel reinforcement cage lateral tie is encrypted, its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be risen with two suspension hooks
It hangs；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5
Rice is bound with tied silk, and oil pipe is bound every 1 meter with tied silk；When using drag-line is displaced, 4 masters need to be also added on the outside of steel reinforcement cage
Muscle, for guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude
When lower than ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipe
Line；
C) pile concrete is perfused: conduit is by load box arrival stake end disturbing concrete, when concrete is close to load box
When, pulling out conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour
Concrete is to designing stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection:
Steel reinforcement cage decentralization finishes scene and starts the stand-down that detection has two weeks or more, to need to carry out warning-sign in pile crown
Note protects oil pipe and displacement pipe, properly protects at the top of displacement outer protection tube, prevent cement slurry from leaking into, guarantee that pipeline is not damaged.
Further, the d in above-mentioned steps 2) installation method is as follows in step:
1) displacement pipe: comprising displacement bar+displacement pillar mode, displacement bar outer diameter answers >=16mm, wall thickness >=1.5mm, position
It moves pillar outer diameter and answers >=32mm, wall thickness >=2.0mm；According to hole depth design length, it is connected to ground along steel reinforcement cage, using screw thread
Connection, need to twine raw material band, compressive resistance >=2MPa after the completion of connection when tightening.It arranges, is respectively used on measurement pile body in 90 degree
Bottom offset；
2) oil pipe: at load box, continuous spreading when descending reinforcing cage is bound along guiding rib to ground preparatory disk.Institute
It is high-pressure hose with oil pipe, two end connector of oil pipe is 24 ° of cone M14x1.5；Connected pipes need to have been welded in load box and steel reinforcement cage
It is carried out after finishing at least half an hour, prevents high temperature when welding from scorching the sealing ring in oil connection；Oil connection cannot when tightening
It overexerts, torque should be controlled in 25~35Nm；
A kind of static loading experiment detection method based on self-balancing technology, includes the following steps:
1) Load-unload is classified:
Load is using maintained load test (ML-test) at a slow speed, and every grade is loaded as the 1/10 of maximum load value, and the first order takes the 2 of classification load
Times, 5 grades of progress of unloading point；
2) displacement observation: using maintained load test (ML-test) at a slow speed, after every grade plus (unloading) carry in 1h should 5min, 10min,
15min, 30min, 45min, 60min survey read bit and move, and survey later every 30min and read primary, can add after reaching relatively stable
(unloading) next stage load should at least observe 2h after being unloaded to zero, survey read time interval with load；
3) audit test in work progress, until general load should proceed to twice of stake of design load；If stake
Total displacement amount be no more than displacement caused by 40mm, and last and load and be no more than 5 be displaced caused by previous stage load
Times, then the stake can be examined；
4) it tests the analysis of (detection) data, arrange
1) determination of vertical ultimate bearing capacity of single pile
According to the upward (Q of measured load case+-S+), downwards (Q--S-) two curves, according to " architecture foundation pile self-balancing static load
Experimental technique regulation " (JGJ/T 403-2017), judge test pile ultimate bearing capacity.
According to " architecture foundation pile self-balanced static-load testing technical regulation " (JGJ/T 403-2017), the single pile vertical resistance pressure limit
Bearing Capacity Formula are as follows:
In formula: Qu: the vertical ultimate bearing capacity of single pile of test pile, unit are (kN)；
Quu: the limit loaded value of test pile upper section stake, unit are (kN)；
Qud: the limit loaded value of test pile lower section stake, unit are (kN)；
W: the sum of the upper box part stake self weight of test pile load and impost, unit are (kN)；
γ 1: the resistance to compression frictional resistance conversion coefficient of test pile is determined according to the type of load upper box part soil.
Vertical ultimate uplift resistance of single pile formula are as follows:
In formula: the resistance to plucking frictional resistance conversion coefficient of γ 2 --- test pile.Pressure-bearing type uplift pile should take 1.0, anti-for bearing type
Pile pulling should be determined according to the actual situation by the Comparability test of similar conditions and regional experience, but cannot be less than 1.10.
2) equivalency transform method
Equivalent up-loaded curve measured load case upward (Q+-s+), downwards (Q--s-) two curves, are assisted according to displacement
Principle is adjusted, is converted into traditional stake top Q-s curve, as shown in Figure 3-4；
Pile body is calculated without axle power measured value, equivalency transform method using following formula:
Stake top equivalent load Q are as follows:
Displacement at pile top s corresponding with equivalent pile top load Q are as follows:
S=sd+Δs
The wherein Elastic penetration Δ s of upper section pile body are as follows:
In formula: Q: stake top equivalent load (kN)；
S: stake top equivalent displacement (m)；
Δ s: Pile shaft conpression (m)；
Lu: upper section pile length (m)；
EP: pile body elasticity modulus, unit are kPa (kPa)；
AP: pile body area of section, unit are square metre (m2)；
Further, in step 2), stable standard is as follows:
Every grade of upward, downward displacement for adding (unloading) to carry is within the following time no more than 0.1mm:
A) stake end is over coarse grained soil, coarse-grained soil or hard clayey soil, last 30min；
B) stake end is half hard clayey soil or fine grained soil, last 1h；
3) loading environment and limit loaded value are terminated；
Upwards, both direction should determine and value respectively downwards, and both direction should all reach termination load under equilibrium state
Condition terminates load again；
Further, the value of the load termination condition in each direction and corresponding limit loaded value presses following provisions:
(1) total displacement amount is greater than or equal to 40mm, and the displacement of the same level load is greater than or equal to the position of previous stage load
At 5 times of shifting amount, load can be terminated；The load of the small level-one of load is the limit loaded value when taking this termination；
(2) total displacement amount is greater than or equal to 40mm, and the same level load is plus not up to stablizing, load can be terminated for 24 hours；Take this
The load of the small level-one of load is the limit loaded value when termination；
(3) in over coarse grained soil, closely knit sandy soil and hard clayey soil, total displacement amount is less than 40mm, but load has been greater than
Or equal to design load multiplied by the safety coefficient of design code, load can be terminated；Taking load at this time is limit loaded value；
The beneficial effects of the present invention are: it is time saving, it can be detected after soil stabilization after pile, under normal circumstances 1-2 days energy
Enough detections finish, and eliminate a large amount of time.It is laborsaving, there is no " preloading ", also should not bulky reaction frame, detection process is more square
Just, safe and environment-friendly, comprehensive detection is at low cost: engineering pile production is pressed in detection stake completely, is not required to reach ground, is not required to production pile crown.
To the structure for having basement, compared with conventional method, detection pile length is shortened, and the detection stake through Dispose by grouting is still after detecting
It can make engineering pile use.
Detailed description of the invention
Fig. 1 is combined type load box welding structure schematic diagram of the present invention；
Fig. 2 is the annular load box welding structure schematic diagram of the present invention；
Fig. 3 is the experimental curve diagram of self-balancing approach of the present invention；
Fig. 4 is equivalent up-loaded curve figure of the invention；
Specific embodiment
The principle and features of the present invention will be described below with reference to the accompanying drawings, and the given examples are served only to explain the present invention, and
It is non-to be used to limit the scope of the invention.
A kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, such as Fig. 1
It is shown, include the following steps:
1) baffle pre-cast concrete above and below combined type load box:
A) lower baffle is perfused first, top baffle is then perfused；When top baffle is perfused, first oil pipe from upper
Water conservancy diversion body sidewall aperture is hauled out；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is not less than pile body coagulation
Native intensity, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
D) it after face baffle inner concrete solidification, is overturn with crane, pours another side baffle；
2) combined type load box and steel reinforcement cage weld: the load box being perfused being hung with crane side, by the load after slinging
Case is welded with steel reinforcement cage；Welding method are as follows:
A) a stirrup is respectively welded in the top and bottom of load box, stirrup outer diameter should be consistent with steel reinforcement cage internal diameter.
B) descending reinforcing cage main reinforcement is welded with the stirrup of top and bottom respectively on load box, and steel reinforcement cage and load box are necessary when welding
Guarantee that vertically Eccentricity control is within 5 degree.
C) weld loudspeaker muscle up and down: one end and load box guide hole edge of loudspeaker muscle are welded, and the other end is corresponding
Steel reinforcement cage welding.Loudspeaker muscle, which should ensure that, is greater than 60 ° with load box plane included angle.Quantity is not less than steel reinforcement cage main reinforcement number, and spacing is small
In the bore of tremie.
D) arrangement displacement pipeline and oil pipe；
E) steel reinforcement cage disk muscle encrypts: for the compression strength for improving load box top and bottom, in load box each 2 meters of ranges up and down
It is interior, steel reinforcement cage lateral tie is encrypted, its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be risen with two suspension hooks
It hangs；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5
Rice is bound with tied silk, and oil pipe is bound every 1 meter with tied silk；When using drag-line is displaced, 4 masters need to be also added on the outside of steel reinforcement cage
Muscle, for guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude
When lower than ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipe
Line；
C) pile concrete is perfused: conduit is by load box arrival stake end disturbing concrete, when concrete is close to load box
When, pulling out conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour
Concrete is to designing stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection:
Steel reinforcement cage decentralization finishes scene and starts the stand-down that detection has two weeks or more, to need to carry out warning-sign in pile crown
Note protects oil pipe and displacement pipe, properly protects at the top of displacement outer protection tube, prevent cement slurry from leaking into, guarantee that pipeline is not damaged.
More specifically, above-mentioned steps 2) step d) again be divided into following steps:
1) displacement pipe: comprising displacement bar+displacement pillar mode, displacement bar outer diameter answers >=16mm, wall thickness >=1.5mm, position
It moves pillar outer diameter and answers >=25mm, wall thickness >=2.0mm is connected to ground along steel reinforcement cage, using screw thread according to hole depth design length
Connection, need to twine raw material band when tightening, compressive resistance >=2Mpa after the completion of connection is respectively used on measurement pile body in 90 degree of arrangements
Bottom offset
2) oil pipe: at load box, continuous spreading when descending reinforcing cage is bound along guiding rib to ground, institute preparatory disk
It is high-pressure hose with oil pipe, two end connector of oil pipe is 24 ° of cone M14x1.5, and connected pipes need to have been welded in load box and steel reinforcement cage
It is carried out after finishing at least half an hour, prevents high temperature when welding from scorching the sealing ring in oil connection, it cannot when oil connection is tightened
It overexerts, torque should be controlled in 25~35Nm.
A kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, such as Fig. 2
It is shown, include the following steps:
1) baffle pre-cast concrete under annular load box:
A) upward by annular load box baffle, it is placed in ground grading, other side oil pipe, filling adaptor, displacement bar
Etc. need to protect；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is not less than pile body coagulation
Native intensity, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
2) annular load box and steel reinforcement cage weld:
The load box being perfused is hung with crane side, the load box after slinging is welded with steel reinforcement cage；Welding method
Are as follows:
A) annular load box is welded with lower stirrup: weld a stirrup in the bottom side of load box, stirrup outer diameter should and steel reinforcement cage
Internal diameter is consistent.
B) annular load box and the docking of upper steel reinforcement cage: production L-type muscle, one end and upper steel reinforcement cage main reinforcement are welded, the other end with
The welding of load box upper cover plate.The specification of L-type muscle is consistent with the specification of steel reinforcement cage main reinforcement.L-type muscle and load box welding portion length
5cm fewer than the Ring Width of load box, with steel reinforcement cage main reinforcement coupling part, guarantee is overlapped welding 20cm with main reinforcement.Welding
When steel reinforcement cage must assure that with load box vertical, Eccentricity control is within 5 degree；
It is welded with L-type auxiliary bar, when welding, which need to be symmetrically welded, avoids local temperature is excessively high from burning out load box seal device, protects
Oil pipe and connector are protected；
C) annular load box dock with descending reinforcing cage: load box descending reinforcing cage main reinforcement and the welding of lower stirrup, reinforcing bar when welding
Cage must assure that vertical with load box, and Eccentricity control is within 5 degree；
D) weld horn-like guiding rib up and down: guiding rib diameter should be not less than Φ 16mm, and quantity is identical as main reinforcement, guiding rib
It should be greater than 60 ° with load box angle, guiding rib one end is welded on load box top panel mesoporous inner wall, and the other end is welded on steel reinforcement cage
In main reinforcement；Purpose is guiding concrete conduit by load box centre bore progress secondary pile hole cleaning and casting, while playing booster action；
E) arrangement displacement pipe and oil pipe；
F) steel reinforcement cage disk muscle encrypts: for the compression strength for improving load box top and bottom, in load box each 2 meters of ranges up and down
It is interior, steel reinforcement cage lateral tie is encrypted, its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be risen with two suspension hooks
It hangs；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5
Rice is bound with tied silk, and oil pipe is bound every 1 meter with tied silk；When using drag-line is displaced, 4 masters need to be also added on the outside of steel reinforcement cage
Muscle, for guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude
When lower than ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipe
Line；
C) pile concrete is perfused: conduit is by load box arrival stake end disturbing concrete, when concrete is close to load box
When, pulling out conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour
Concrete is to designing stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection:
Steel reinforcement cage decentralization finishes scene and starts the stand-down that detection has two weeks or more, to need to carry out warning-sign in pile crown
Note protects oil pipe and displacement pipe, properly protects at the top of displacement outer protection tube, prevent cement slurry from leaking into, guarantee that pipeline is not damaged.
More specifically, the d in above-mentioned steps 2) installation method is as follows in step:
1) displacement pipe: comprising displacement bar+displacement pillar mode, displacement bar outer diameter answers >=16mm, wall thickness >=1.5mm, position
It moves pillar outer diameter and answers >=32mm, wall thickness >=2.0mm；According to hole depth design length, it is connected to ground along steel reinforcement cage, using screw thread
Connection, need to twine raw material band, compressive resistance >=2MPa after the completion of connection when tightening.It arranges, is respectively used on measurement pile body in 90 degree
Bottom offset；
2) oil pipe: at load box, continuous spreading when descending reinforcing cage is bound along guiding rib to ground preparatory disk.Institute
It is high-pressure hose with oil pipe, two end connector of oil pipe is 24 ° of cone M14x1.5；Connected pipes need to have been welded in load box and steel reinforcement cage
It is carried out after finishing at least half an hour, prevents high temperature when welding from scorching the sealing ring in oil connection；Oil connection cannot when tightening
It overexerts, torque should be controlled in 25~35Nm；
When it is implemented, slip casting work is it is noted that following item:
1, packer permeability test should be carried out before slip casting, to confirm whether Grouting Pipe blocks, determine slip casting first pressing value.It in this way can be
Mud and the dust in Grouting Pipe that negative pressure sucking is formed when load box struts etc. are rinsed well, it is ensured that slip casting effect.When pressing water
Between generally 1-2min, pressure of being subject to is logical, and pump pressure is decreased obviously when pressure is logical, pressure water is then proceeded to, until adjacent Grouting Pipe returns
Water flow become it is limpid, can be in the milk.
2, slurry is mended to be pressed into from Grouting Pipe, when another Grouting Pipe is emerged fresh cement slurry.Tube head use can be closed
Pressure mends slurry, pressure 2MPa or more, it is proposed that continue 1 hour.A pipe, which has been pressed, changes another root canal, alternately mud jacking.Stagnation pressure
It starches cement amount about 0.8~1.5t (with mud jacking pressure, mud jacking amount double control)
3, when grouting pressure is lower than normal value or ground grout for a long time, interval slip casting should be changed to or turn down slurry water ash
Than.When interval slip casting, the intermittent time is preferably 30min-60min.
4, it is the effect for ensuring pressure injection processing, ensures that grouting is full in stake, copes with slip casting nozzle after normal grouting
Sealing of hole pressure maintaining is carried out, the dwell time is not less than 15min, and records grouting quantity.
5, flow rate of grouting must not exceed 75L/min.
6, the injection situation of pressure gauge and slurries is observed when slip casting, and is made a record: pile No., stake diameter, Finish time, mud jacking
Time, termination pressure, the ratio of mud, grouting amount, terminates the time at grouting pressure.
For ensure static test go on smoothly and the reliability of test data, it should be ensured that foundation pile before static test
Through having passed through the integrity detection of pile body.
Testing process: early-stage preparations --- sets up datum line beam, reference stake --- to set up tent --- preparing power supply --- to open
Begin to detect --- detection terminates --- load box cleaved facet slip casting.
In order to ensure self-balancing pile measurement result is reliably accurate, entire detection process must be according to the skill of coherent detection specification
Art requirement, is operated in strict accordance with regulation process and reference books.
Scene preliminary preparation include:
1) after reaching stand-down, i.e., concrete strength reaches 80% or more nominal strength and can start to detect；
2) detect before need site preparation is smooth, pile crown finishing finish；
3) prepare the mating detecting instrument equipment of complete set；
4) field device (crane, electric welding machine, distribution box etc.), worker, material needed for detecting must comprehensively in place, benchmark
Beam, reference stake, windbreak tentage, power supply etc. are equipped with as required.
A kind of static loading experiment detection method based on self-balancing technology, includes the following steps:
1) Load-unload is classified:
Load is using maintained load test (ML-test) at a slow speed, and every grade is loaded as the 1/10 of maximum load value, and the first order takes the 2 of classification load
Times, 5 grades of progress of unloading point.The Load-unload classification of foundation pile is as shown in table 1.
Table 1
Load should be classified progress, and every grade of loading capacity is estimate maximum load amount 1/10.The first order can be by twice of classification lotus
Carry load.Unloading should also be classified progress, and every grade of discharging quantity is the payload values of 2 load stages.Unloading is added to answer uniformly continuous, every grade of lotus
The amplitude of variation being loaded in maintenance process must not exceed the 10% of classification load.
2) displacement observation: using maintained load test (ML-test) at a slow speed, after every grade plus (unloading) carry in 1h should 5min, 10min,
15min, 30min, 45min, 60min survey read bit and move, and survey later every 30min and read primary, can add after reaching relatively stable
(unloading) next stage load should at least observe 2h after being unloaded to zero, survey read time interval with load；
3) audit test in work progress, until general load should proceed to twice of stake of design load；If stake
Total displacement amount be no more than displacement caused by 40mm, and last and load and be no more than 5 be displaced caused by previous stage load
Times, then the stake can be examined；
More specifically, in step 2), stable standard is as follows:
Every grade of upward, downward displacement for adding (unloading) to carry is within the following time no more than 0.1mm:
A) stake end is over coarse grained soil, coarse-grained soil or hard clayey soil, last 30min；
B) stake end is half hard clayey soil or fine grained soil, last 1h；
3) loading environment and limit loaded value are terminated；
Upwards, both direction should determine and value respectively downwards, and both direction should all reach termination load under equilibrium state
Condition terminates load again；
Further, the value of the load termination condition in each direction and corresponding limit loaded value presses following provisions:
(1) total displacement amount is greater than or equal to 40mm, and the displacement of the same level load is greater than or equal to the position of previous stage load
At 5 times of shifting amount, load can be terminated；The load of the small level-one of load is the limit loaded value when taking this termination；
(2) total displacement amount is greater than or equal to 40mm, and the same level load is plus not up to stablizing, load can be terminated for 24 hours；Take this
The load of the small level-one of load is the limit loaded value when termination；
(3) in over coarse grained soil, closely knit sandy soil and hard clayey soil, total displacement amount is less than 40mm, but load has been greater than
Or equal to design load multiplied by the safety coefficient of design code, load can be terminated；Taking load at this time is limit loaded value；
4) it tests the analysis of (detection) data, arrange
1) determination of vertical ultimate bearing capacity of single pile
According to the upward (Q of measured load case+-S+), downwards (Q--S-) two curves, according to " architecture foundation pile self-balancing static load
Experimental technique regulation " (JGJ/T 403-2017), judge test pile ultimate bearing capacity.
According to " architecture foundation pile self-balanced static-load testing technical regulation " (JGJ/T 403-2017), the single pile vertical resistance pressure limit
Bearing Capacity Formula are as follows:
In formula: Qu: the vertical ultimate bearing capacity of single pile of test pile, unit are (kN)；
Quu: the limit loaded value of test pile upper section stake, unit are (kN)；
Qud: the limit loaded value of test pile lower section stake, unit are (kN)；
W: the sum of the upper box part stake self weight of test pile load and impost, unit are (kN)；
γ 1: the resistance to compression frictional resistance conversion coefficient of test pile is determined according to the type of load upper box part soil.
Vertical ultimate uplift resistance of single pile formula are as follows:
In formula: the resistance to plucking frictional resistance conversion coefficient of γ 2 --- test pile.Pressure-bearing type uplift pile should take 1.0, anti-for bearing type
Pile pulling should be determined according to the actual situation by the Comparability test of similar conditions and regional experience, but cannot be less than 1.10.
2) equivalency transform method
Equivalent up-loaded curve measured load case upward (Q+-s+), downwards (Q--s-) two curves, are assisted according to displacement
Principle is adjusted, is converted into traditional stake top Q-s curve, as shown in Figure 3-4；
Pile body is calculated without axle power measured value, equivalency transform method using following formula:
Stake top equivalent load Q are as follows:
Displacement at pile top s corresponding with equivalent pile top load Q are as follows:
S=sd+Δs
The wherein Elastic penetration Δ s of upper section pile body are as follows:
In formula: Q: stake top equivalent load (kN)；
S: stake top equivalent displacement (m)；
Δ s: Pile shaft conpression (m)；
Lu: upper section pile length (m)；
EP: pile body elasticity modulus, unit are kPa (kPa)；
AP: pile body area of section, unit are square metre (m2)；
The present invention has the advantage that
Self-balancing approach is used in dead-load detection, is had compared with traditional dead-load detection method (accumulation load method or anchored pile-testing method)
Have it is several under several features:
1) time saving: (general 20 days or so, design has defined by design requirement) can be examined after soil stabilization after pile
It surveys, is able to detect within 1-2 days finishes under normal circumstances, eliminate a large amount of time.
2) laborsaving: there is no " preloading ", also should not bulky reaction frame, detection process is more convenient, safe and environment-friendly.
3) comprehensive detection is at low cost: engineering pile production is pressed in detection stake completely, is not required to reach ground, is not required to production pile crown.It is right
There is the structure of basement, compared with conventional method, shortens detection pile length, and the detection stake through Dispose by grouting still may be used after detection
Make engineering pile use.
4) in situations or when setting traditional heap carrying platform or anchoring pile reaction frame are especially difficult or especially spend,
The method more shows its advantage, such as: test pile waterborne, hillside fields test pile, foundation pit bottom test pile, narrow place test pile, taper pile, embedded rock pile,
Uplift pile etc., these all traditional pile testing methods are difficult to.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (7)
1. a kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, feature
It is, includes the following steps:
1) baffle pre-cast concrete above and below combined type load box:
A) lower baffle is perfused first, top baffle is then perfused；When top baffle is perfused, first oil pipe from upper water conservancy diversion
Body sidewall aperture is hauled out；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is strong not less than pile concrete
Degree, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
D) it after face baffle inner concrete solidification, is overturn with crane, pours another side baffle；
2) combined type load box and steel reinforcement cage weld: load box be perfused is hung with crane side, by the load box after slinging and
Steel reinforcement cage is welded；Welding method are as follows:
A) a stirrup is respectively welded in the top and bottom of load box, stirrup outer diameter should be consistent with steel reinforcement cage internal diameter.
B) descending reinforcing cage main reinforcement is welded with the stirrup of top and bottom respectively on load box, and steel reinforcement cage must assure that with load box when welding
Vertically, Eccentricity control is within 5 degree；
C) weld loudspeaker muscle up and down: one end and load box guide hole edge of loudspeaker muscle are welded, the corresponding reinforcing bar of the other end
Cage welding.Loudspeaker muscle, which should ensure that, is greater than 60 ° with load box plane included angle.Quantity is not less than steel reinforcement cage main reinforcement number, and spacing is less than mixed
The bore of solidifying soil conduit；
D) arrangement displacement pipeline and oil pipe；
E) steel reinforcement cage disk muscle encrypts: right within the scope of load box up and down each 2 meters for the compression strength for improving load box top and bottom
Steel reinforcement cage lateral tie is encrypted, and its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be lifted by crane with two suspension hooks；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5 meter of use
Tied silk binding, oil pipe are bound every 1 meter with tied silk；When using drag-line is displaced, 4 main reinforcements need to be also added on the outside of steel reinforcement cage,
For guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude is low
When ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipeline；
C) pile concrete is perfused: conduit is pulled out by load box arrival stake end disturbing concrete when concrete is close to load box
Conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour coagulation
Soil extremely design stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection, steel reinforcement cage decentralization finish scene and start the stand-down that detection has two weeks or more, to need in stake
Head carries out alert flag, protects oil pipe and displacement pipe, properly protects at the top of displacement outer protection tube, prevent cement slurry from leaking into, guarantee pipe
Line is not damaged.
2. a kind of static loading experiment construction technology based on self-balancing technology according to claim 1, it is characterised in that: above-mentioned
The step d) of step 2) specifically: displacement pipe: comprising displacement bar+displacement pillar mode, displacement bar outer diameter answers >=16mm, wall thickness
>=1.5mm, displacement pillar outer diameter answer >=25mm, and wall thickness >=2.0mm is connected to the ground according to hole depth design length along steel reinforcement cage
Face need to twine raw material band using screwed connection when tightening, compressive resistance >=2Mpa after the completion of connection is respectively used in 90 degree of arrangements
Measure pile body upper and lower displacement.
3. a kind of static loading experiment construction technology based on self-balancing technology specially uses Combined load box structure, feature
It is, includes the following steps:
1) baffle pre-cast concrete under annular load box:
A) upward by annular load box baffle, it is placed in ground grading, other side oil pipe, filling adaptor, displacement bar etc. need
It protects；
B) concrete is poured into baffle, is then sufficiently consolidated with vibrating head, concrete strength is strong not less than pile concrete
Degree, Ying Caiyong commerical ready-mixed concrete；
C) perfusion was completed in 10 hours, must not traveling load case；
2) annular load box and steel reinforcement cage weld:
The load box being perfused is hung with crane side, the load box after slinging is welded with steel reinforcement cage；Welding method are as follows:
A) annular load box is welded with lower stirrup: welding a stirrup in the bottom side of load box, stirrup outer diameter should be with steel reinforcement cage internal diameter
Unanimously.
B) annular load box and the docking of upper steel reinforcement cage: production L-type muscle, one end and upper steel reinforcement cage main reinforcement are welded, the other end and load
The welding of box cover plate.The specification of L-type muscle is consistent with the specification of steel reinforcement cage main reinforcement.L-type muscle and load box welding portion length compare lotus
The Ring Width for carrying case lacks 5cm, and with steel reinforcement cage main reinforcement coupling part, guarantee is overlapped welding 20cm with main reinforcement.Steel when welding
Muscle cage must assure that vertical with load box, and Eccentricity control is within 5 degree；
It is welded with L-type auxiliary bar, when welding, which need to be symmetrically welded, avoids local temperature is excessively high from burning out load box seal device, protects
Oil pipe and connector；
C) annular load box dock with descending reinforcing cage: load box descending reinforcing cage main reinforcement and the welding of lower stirrup, when welding steel reinforcement cage and
Load box must assure that vertically, Eccentricity control is within 5 degree；
D) weld horn-like guiding rib up and down: guiding rib diameter should be not less than Φ 16mm, and quantity is identical as main reinforcement, guiding rib and lotus
Carrying clamp angle should be greater than 60 °, and guiding rib one end is welded on load box top panel mesoporous inner wall, and the other end is welded on steel reinforcement cage main reinforcement
On；Purpose is guiding concrete conduit by load box centre bore progress secondary pile hole cleaning and casting, while playing booster action；
E) arrangement displacement pipe and oil pipe；
F) steel reinforcement cage disk muscle encrypts: right within the scope of load box up and down each 2 meters for the compression strength for improving load box top and bottom
Steel reinforcement cage lateral tie is encrypted, and its spacing is made to be less than 10cm；
3) steel reinforcement cage and perfusion pile concrete are transferred:
A) lift by crane steel reinforcement cage: having should prevent load box by curved when the reinforcement cage hoisting of load box, it is necessary to be lifted by crane with two suspension hooks；
B) it transfers steel reinforcement cage: during lower cage, needing to bind displacement pipeline and oil pipe, be displaced pipeline every 0.5 meter of use
Tied silk binding, oil pipe are bound every 1 meter with tied silk；When using drag-line is displaced, 4 main reinforcements need to be also added on the outside of steel reinforcement cage,
For guiding displacement drag-line to bind always to ground, to guarantee the verticality and effective protection of displacement drag-line；When stake top absolute altitude is low
When ground, stake top to ground need to place Simple reinforced bar cage, 8 main reinforcements, every 3 meters of one of Reinforced Hoops, for guiding protection pipeline；
C) pile concrete is perfused: conduit is pulled out by load box arrival stake end disturbing concrete when concrete is close to load box
Conduit speed should slow down, and when load upper box part concrete height is greater than 2.5m, conduit bottom end can pull out load box, pour coagulation
Soil extremely design stake top；Load lower box part concrete slump is preferably greater than 200mm, turns at load box convenient for concrete；
4) pile crown pipeline protection:
Steel reinforcement cage decentralization finishes scene and starts the stand-down that detection has two weeks or more, to need to carry out alert flag in pile crown,
Oil pipe and displacement pipe are protected, properly protects at the top of displacement outer protection tube, prevents cement slurry from leaking into, guarantee that pipeline is not damaged.
4. a kind of static loading experiment construction technology based on self-balancing technology according to claim 3, which is characterized in that state step
D in rapid 2) installation method is as follows in step:
1) displacement pipe: comprising displacement bar+displacement pillar mode, displacement bar outer diameter answers >=16mm, wall thickness >=1.5mm, displacement shield
Pipe outside diameter answers >=32mm, wall thickness >=2.0mm；According to hole depth design length, it is connected to ground along steel reinforcement cage, is connected using screw thread
It connects, raw material band, compressive resistance >=2MPa after the completion of connection need to be twined when tightening.It is arranged in 90 degree, is respectively used to measurement pile body or more
Displacement；
2) oil pipe: at load box, continuous spreading when descending reinforcing cage is bound along guiding rib to ground preparatory disk.Oil used
Pipe is high-pressure hose, and two end connector of oil pipe is 24 ° of cone M14x1.5；Connected pipes need to load box and steel reinforcement cage welding finish to
It is carried out after not a half hour, prevents high temperature when welding from scorching the sealing ring in oil connection；Oil connection cannot exert oneself when tightening
Too quickly, torque should be controlled in 25~35Nm.
5. a kind of static loading experiment detection method based on self-balancing technology, which comprises the steps of:
1) Load-unload is classified:
Load is using maintained load test (ML-test) at a slow speed, and every grade is loaded as the 1/10 of maximum load value, and the first order takes 2 times of classification load,
5 grades of progress of unloading point；
2) displacement observation: using maintained load test (ML-test) at a slow speed, after every grade plus (unloading) carry in 1h should 5min, 10min, 15min,
30min, 45min, 60min survey read bit and move, and survey later every 30min and read primary, can add and (unload) after reaching relatively stable and is next
Grade load, should at least observe 2h after being unloaded to zero, survey read time interval with load；
3) audit test in work progress, until general load should proceed to twice of stake of design load；If stake is total
Displacement is no more than displacement caused by 40mm, and last and load and is no more than 5 times be displaced caused by previous stage load, then
The stake can be examined；
4) it tests the analysis of (detection) data, arrange
1) determination of vertical ultimate bearing capacity of single pile
According to the upward (Q of measured load case+-S+), downwards (Q--S-) two curves, according to " architecture foundation pile self-balanced static-load testing skill
Art regulation " (JGJ/T 403-2017), judge test pile ultimate bearing capacity.
According to " architecture foundation pile self-balanced static-load testing technical regulation " (JGJ/T 403-2017), single pile vertical resistance pressure ultimate bearing
Power formula are as follows:
In formula: Qu: the vertical ultimate bearing capacity of single pile of test pile, unit are (kN)；
Quu: the limit loaded value of test pile upper section stake, unit are (kN)；
Qud: the limit loaded value of test pile lower section stake, unit are (kN)；
W: the sum of the upper box part stake self weight of test pile load and impost, unit are (kN)；
γ 1: the resistance to compression frictional resistance conversion coefficient of test pile is determined according to the type of load upper box part soil.
Vertical ultimate uplift resistance of single pile formula are as follows:
In formula: the resistance to plucking frictional resistance conversion coefficient of γ 2 --- test pile.Pressure-bearing type uplift pile should take 1.0, for bearing type resistance to plucking
Stake should be determined according to the actual situation by the Comparability test of similar conditions and regional experience, but cannot be less than 1.10.
2) equivalency transform method
Equivalent up-loaded curve measured load case (Q+-s+), downwards (Q--s-) two curves upwards, according to displacement coordination principle,
It is converted into traditional stake top Q-s curve, as shown in Figure 3-4；
Pile body is calculated without axle power measured value, equivalency transform method using following formula:
Stake top equivalent load Q are as follows:
Displacement at pile top s corresponding with equivalent pile top load Q are as follows:
S=sd+Δs
The wherein Elastic penetration Δ s of upper section pile body are as follows:
In formula: Q: stake top equivalent load (kN)；
S: stake top equivalent displacement (m)；
Δ s: Pile shaft conpression (m)；
Lu: upper section pile length (m)；
EP: pile body elasticity modulus, unit are kPa (kPa)；
AP: pile body area of section, unit are square metre (m2).
6. a kind of static loading experiment detection method based on self-balancing technology according to claim 5, which is characterized in that step
2) in, stable standard is as follows:
Every grade of upward, downward displacement for adding (unloading) to carry is within the following time no more than 0.1mm:
A) stake end is over coarse grained soil, coarse-grained soil or hard clayey soil, last 30min；
B) stake end is half hard clayey soil or fine grained soil, last 1h；
3) loading environment and limit loaded value are terminated；
Upwards, both direction should determine and value respectively downwards, and both direction should all reach termination loading environment under equilibrium state
Load is terminated again.
7. a kind of static loading experiment detection method based on self-balancing technology according to claim 6, which is characterized in that each
The value of the load termination condition in direction and corresponding limit loaded value presses following provisions:
(1) total displacement amount is greater than or equal to 40mm, and the displacement of the same level load is greater than or equal to the displacement of previous stage load
5 times when, load can terminate；The load of the small level-one of load is the limit loaded value when taking this termination；
(2) total displacement amount is greater than or equal to 40mm, and the same level load is plus not up to stablizing, load can be terminated for 24 hours；Take this termination
When the small level-one of load load be limit loaded value；
(3) in over coarse grained soil, closely knit sandy soil and hard clayey soil, total displacement amount is less than 40mm, but load has been greater than or has waited
In design load multiplied by the safety coefficient of design code, load can be terminated；Taking load at this time is limit loaded value.
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| CN111287228A (en) * | 2020-02-27 | 2020-06-16 | 四川省兴冶岩土工程检测有限责任公司 | Self-balancing method for detecting vertical compression static load and negative frictional resistance of single pile |
| CN111576499A (en) * | 2020-05-12 | 2020-08-25 | 武汉至科检测技术有限公司 | Self-balancing static load test operation method for building foundation pile |
| CN111827375A (en) * | 2020-07-17 | 2020-10-27 | 中铁六局集团有限公司 | Construction method for detecting foundation pile load based on self-balancing static load |
| CN111877415A (en) * | 2020-07-01 | 2020-11-03 | 杭州西南检测技术股份有限公司 | Loading device with bag and grouting method |
| CN112663693A (en) * | 2021-01-12 | 2021-04-16 | 山西省交通科技研发有限公司 | Installation implementation method of self-balancing pile foundation static load test sensing wire |
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Application publication date: 20191203 |