CN106284439B - A kind of existing engineering pile stake bottom depth determination method based on more ripple joint tests - Google Patents
A kind of existing engineering pile stake bottom depth determination method based on more ripple joint tests Download PDFInfo
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- CN106284439B CN106284439B CN201610654030.3A CN201610654030A CN106284439B CN 106284439 B CN106284439 B CN 106284439B CN 201610654030 A CN201610654030 A CN 201610654030A CN 106284439 B CN106284439 B CN 106284439B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The invention discloses the existing engineering pile stake bottom depth determination method based on more ripple joint tests, comprise the following steps：Stake sidetracking gaging hole in treating peg and the stake side in treating peg carry out horizontal exciting to treating peg respectively along stake holes line direction and vertical stake holes line direction, while the detection of different depth is carried out in gaging hole；Time depth signal graph is generated according to the signal of different direction of excitation detections respectively；When head in read access time depth signal figure is walked when being walked to FP ripples with head to FS ripples and epimere FP ripples fit line, hypomere FP ripples fit line, epimere FS ripples fit line and hypomere FS ripple fit lines are determined by linear fit；The intersection point, epimere FP ripples fit line and the intersection point of hypomere FS ripple fit lines and the intersection point of epimere FS ripples fit line and hypomere FS ripple fit lines of epimere FP ripples fit line and hypomere FP ripple fit lines are determined respectively, and the stake bottom depth for the treatment of peg is determined after being modified respectively to the depth values of three intersection points.
Description
Technical field
The present invention relates to the technical field of civil engineering quality testing, more particularly, is related to a kind of based on more ripples joint
The existing engineering pile stake bottom depth determination method of test.
Background technology
Still stake is rechecked and assessed to pair existing engineering pile being connected with top basis and structure in a state of use
Problem in base detection.For engineering structure of the remote past, it is designed or construction note may be difficult to inquire about.If have
Such as intend the vehicle of current more heavy－duty and need to need to examine whether pile foundation is damaged after improving the bearing capacity of bridge pile foundation, earthquake
Wound, or under long-term souring, soil around pile is flushed away or becomes loose so that situations such as bearing capacity of pile foundation reduction, to foundation pile
The detection of length and integrality will be particularly important.
In current pile foundation detection, detection is quick, cost is low, effect is good and obtains with it for low strain reflected wave method
Popularization and application.Wherein, low strain reflected wave method and mechanical impedance method are the two methods most generally used.For existing bridge
Beam, harbour, pile top is with the presence of platforms such as beam, plate, cushion caps, and by the vertical exciting on platform, stress wave can be on platform
Lower interface multiple reflections, only less energy are transmitted to pile body, and pile bottom reflection is often more faint.Faint pile bottom reflection is with doing
After disturbing Signal averaging, it is more difficult to identify pile bottom reflection position.And using mechanical impedance method to test stake top has the foundation pile of platform, frequency domain
Peak value is often flat and not easy to identify.In addition, for structures such as long piled wharf, bridges, also can be in stake side with as far as possible close to vertical
Exciting is carried out, the waveform upwardly propagated after right exciting produces reflection after superstructure is run into, and because of bending caused by bias
Ripple can be superimposed with reflection wave at the bottom of pile and disturb the identification of reflection wave at the bottom of pile, add the difficulty of identification reflection wave at the bottom of pile, so that compared with
Difficult effective detection stake is long.
Found by being retrieved to prior art literature, Chinese patent literature CN103953076A discloses (bulletin) day
2014.07.30, a kind of method that stake bottom depth is determined based on side hole transmitted wave bathmometry is disclosed.But this method is to utilize head
Flex point into ripple travel time curve determines stake bottom depth, is not related to the identification by exciting pile body bending wave to carry out stake bottom depth,
Also it is not related to the P ripples by once testing while being transmitted to using pile body in soil and S ripples information carries out more ripple joint tests.
The content of the invention
In order to solve problems of the prior art, it is an object of the invention to provide a kind of based on more ripple joint tests
Existing engineering pile stake bottom depth determination method.
The invention provides a kind of existing engineering pile stake bottom depth determination method based on more ripple joint tests, methods described
Comprise the following steps：
A, the stake sidetracking gaging hole in the treating peg and stake side in treating peg is respectively along stake holes line direction and vertical stake holes
Line direction carries out horizontal exciting to treating peg, while the detection of different depth is carried out in gaging hole；
M- depth signal figure and vertical when B, generating stake holes line direction respectively according to the signal of different direction of excitation detections
M- depth signal figure during stake holes line direction；
When C, reading the stake holes line direction in m- depth signal figure it is first to FP ripples walk when and it is true by linear fit
Epimere FP ripples fit line and hypomere FP ripple fit lines are determined, when reading the vertical stake holes line direction in m- depth signal figure
It is first to FS ripples walk when and epimere FS ripples fit line and hypomere FS ripple fit lines are determined by linear fit, drafting obtains a bottom depth
It is determined that figure；
D, using stake bottom depth determine figure determine respectively epimere FP ripples fit line and hypomere FP ripple fit lines intersection point,
Epimere FP ripples fit line and the intersection point of hypomere FS ripple fit lines and the intersection point of epimere FS ripples fit line and hypomere FS ripple fit lines,
The stake bottom depth for the treatment of peg is determined after being modified respectively to the depth values of three intersection points.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests, institute
It is that vertical brill punches and stake holes exceedes pre- peg bottom depth away from the depth for 0~3m, the gaging hole and is more than 5 times of stake holes to state gaging hole
Away from, wherein, it is placed with the gaging hole in PVC test tubes and the PVC test tubes and fills clear water.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests, institute
State horizontal exciting be by exciting hammer along horizontal direction tap stake side or basis outside, wherein, the horizontal direction include along
The horizontal direction in stake holes line direction and the horizontal direction along vertical stake holes line direction.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests, institute
Common iron hammer or pulse hammer of the exciting hammer for 1.4~5.5kg are stated, and exciting hammer and wave detector are connected by cable and oscillograph
Connect.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests,
In step A, the detection that different depth is carried out in gaging hole comprises the following steps：
Exciting hammer is connected to oscillograph by cable with wave detector, wave detector is placed in the bottom of the gaging hole；
Hammered into shape with exciting in the stake side for the treatment of peg respectively along stake holes line direction and vertical stake holes line direction to treating peg
Horizontal exciting is carried out, by 0.2~1m of elevated height of wave detector after detection；
Repeat 0.2~1m of horizontal exciting, the detection and lifting wave detector height operation of both direction until detection
Device reaches gaging hole aperture, completes detection.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests,
In step C, according to the equation of epimere FP ripple fit lines, the equation of hypomere FP ripple fit lines, epimere FS ripple fit lines equation and
The equation of hypomere FS ripple fit lines determine respectively epimere FP ripples fit line, hypomere FP ripples fit line, epimere FS ripples fit line and under
The slope of section FS ripple fit lines, wherein, the slope of epimere FP fit lines and the slope of epimere FS ripple fit lines both correspond to pile body
Bending wave velocity of wave, the slope of hypomere FP ripple fit lines correspond to stake bottom foundation soil P ripple velocities of wave, the slope pair of hypomere FS ripple fit lines
Should be in stake bottom foundation soil S ripple velocities of wave.
According to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests,
In step D, determine that the stake bottom depth for the treatment of peg comprises the following steps after being modified respectively to the depth values of three intersection points：
The depth value of epimere FP ripples fit line and the intersection point of hypomere FP ripple fit lines is subtracted into the first correction valueObtain L1；
The depth value of epimere FP ripples fit line and the intersection point of hypomere FS ripple fit lines is subtracted into the second correction valueObtain L2；
The depth value of epimere FS ripples fit line and the intersection point of hypomere FS ripple fit lines is subtracted into the 3rd correction valueObtain L3；
Choose L1、L2And L3In a stake bottom depth of the value as treating peg, wherein, n1' it is average pile body bending wave ripple
The ratio between speed and stake bottom foundation soil P ripple velocities of wave, n2' it is average the ratio between pile body bending wave velocity of wave and stake bottom foundation soil S ripple velocities of wave, D is
Stake holes away from；The average pile body bending wave velocity of wave is averaged for the slope of epimere FP fit lines and the slope of epimere FS ripple fit lines
Value.
, will according to one embodiment of existing engineering pile stake bottom depth determination method of the present invention based on more ripple joint tests
L1、L2And L3Average and the stake bottom depth using averaging of income value as treating peg.
Compared with prior art, method of the invention is not influenceed by superstructure on waveform, and in stake side, horizontal exciting is
Can, easy to detect and fully utilize P ripples and S ripples that pile body is transmitted in soil, analysis method is simple, can be same by once testing
When determine multiple bottom depth values, the utilization of multiple information sources can reduce systematic error, and multiple bottom depth values can be mutually authenticated, carry
High analyte measuring accuracy and reliability.Also there is preferable operability for the technical staff without engineering experience, widened existing
Have side hole transmitted wave method should have scope and test analysis effect.
Brief description of the drawings
Fig. 1 is shown using existing engineering pile stake bottom depth determination method detection of the present invention based on more ripple joint tests both
There is engineering pile stake bottom depth schematic diagram.
Fig. 2 shows the schematic diagram along the horizontal exciting of stake holes line direction carry out.
Fig. 3 shows the schematic diagram along the horizontal exciting of vertical stake holes line direction carry out.
Fig. 4 show read it is first to ripple walk when schematic diagram.
M- depth signal figure when Fig. 5 shows the stake holes line direction in embodiment 1.
Fig. 6 shows m- depth signal figure during the vertical stake holes line direction in embodiment 1.
Fig. 7 shows the stake bottom depth determination figure in embodiment 1.
Description of reference numerals：
1- stake tops superstructure, 2- treating pegs, 3- oscillographs, 4- grounds, 5- excitings hammer, 6- wave detectors, 7- gaging holes, 8- stakes
Body transmitted wave, 9- stake holes lines direction, the vertical stake holes line directions of 10-, 11- epimere FP ripples fit line, the fitting of 12- hypomere FP ripples
The friendship of line, 13- epimere FS ripples fit line, 14- hypomere FS ripples fit line, A- epimeres FP ripples fit line and hypomere FP ripple fit lines
The intersection point, C- epimeres FS ripples fit line and hypomere FS ripple fit lines of point, B- epimeres FP ripples fit line and hypomere FS ripple fit lines
Intersection point.
Embodiment
All features disclosed in this specification, or disclosed all methods or during the step of, except mutually exclusive
Feature and/or step beyond, can combine in any way.
Any feature of this disclosure, unless specifically stated otherwise, can or replacing with similar purpose equivalent by other
Replaced for feature.I.e., unless specifically stated otherwise, each feature be an example in a series of equivalent or similar characteristics and
.
Detection of the proposition of side hole transmitted wave method mainly for existing engineering pile.Existing side hole transmitted wave method determines stake bottom depth
Degree is and m- depth signal figure when being formed by the detection in the vertical inspecting hole that pile body drills through while stake side taps, it is determined that
In figure head to ripple walk when and be fitted and determine two straight lines, stake bottom depth directly or after amendment is determined with two line intersection points.This method master
Have the following disadvantages：1) existing side hole transmitted wave method, which is mainly based upon, excites the one-dimensional P ripples of pile body to be tested, in stake side or stake
Bearing responsibility on platform should be vertical or close to vertically being tapped；When stake top has connected superstructure, due to not corresponding vertical exciting
Working face and be difficult to excite the one-dimensional P ripples of pile body so that will influence test effect；Even if 2) existing side hole transmitted wave method is mentioned
The horizontal mode tapped in a side can be taken, but theoretical foundation and the analysis side of stake bottom depth are determined without clear and definite horizontal percussion
Method, actually horizontal exciting are to excite pile body bending wave, its it is determined that stake bottom depth theoretical foundation and method and be based on pile body
One-dimensional P ripples it is different；3) test analysis of existing method can only determine a stake bottom depth value, can not pass through many-side
Information, multiple means comprehensive analysis determine stake bottom depth, to be mutually authenticated, reduce systematic error, improve result reliability；4) it is existing
There is the P ripple information that side hole transmitted wave is transmitted to merely with pile body in soil, and the S ripples information that energy is dominant still utilizes without effect.
4 points of considerations, existing side hole transmitted wave method need further to improve based on more than.
The defects of for existing method and deficiency, the present invention propose a kind of more ripple connection of side hole transmitted wave based on bending wave
Close the existing engineering pile stake bottom depth determination method of test.
Fig. 1 is shown using existing engineering pile stake bottom depth determination method detection of the present invention based on more ripple joint tests both
There is engineering pile stake bottom depth schematic diagram.
As shown in figure 1, according to the exemplary embodiment of the present invention, the existing engineering pile stake based on more ripple joint tests
Bottom depth determination method includes following multiple steps.
Step A：
Stake sidetracking gaging hole in treating peg and the stake side in treating peg connect respectively along stake holes line direction and vertical stake holes
Line direction carries out horizontal exciting to treating peg, while the detection of different depth is carried out in gaging hole.
The horizontal exciting taken in this step is to tap swashing on the outside of stake side or basis along horizontal direction by exciting hammer 5
Shake mode, it can excite pile body bending wave to be tested, and bending wave can be after stake Soil Interface or stake bottom be transmitted with P ripples or S ripples
Continue to propagate.Specifically, the horizontal direction that uses is included along the horizontal direction in stake holes line direction and along hanging down in the present invention
The horizontal direction in straight stake holes line direction.
Fig. 2 shows the schematic diagram along the horizontal exciting of stake holes line direction carry out, and Fig. 3, which is shown along vertical stake holes, to be connected
Line direction carries out the schematic diagram of horizontal exciting.That is, carrying out exciting along the horizontal direction in stake holes line direction refers to exciting side
To the center line line direction (i.e. stake holes line direction 9) along gaging hole 7 and treating peg 2, specifically as shown in Fig. 2 now surveying
The pile body transmitted wave 8 received in hole 7 it is first to ripple be FP ripples；Carrying out exciting along the horizontal direction in vertical stake holes line direction is
Refer to direction of excitation along perpendicular to the direction of gaging hole 7 and the center line line for the treatment of peg 2 (i.e. vertical stake holes line direction 10), tool
Body as shown in figure 3, the pile body transmitted wave 8 now received in gaging hole 7 it is first to ripple be FS ripples.
According to the present invention, gaging hole 7 should exceed pre- peg bottom for vertical brill punching and stake holes away from the depth for 0~3m, gaging hole 7
Depth and more than 5 times of stake holes away from, wherein, PVC test tubes are placed with gaging hole 7 and fill clear water in PVC test tubes.More specifically
Ground, the common iron hammer or pulse hammer that exciting hammer 5 is 1.4~5.5kg, and exciting hammer 5 and wave detector 6 pass through cable and oscillography
Device 3 connects.
Wherein, the detection for carrying out different depth in this step in gaging hole may comprise steps of：
Exciting hammer 5 is connected to oscillograph 3 by cable with wave detector 6, wave detector 6 is placed in the bottom of gaging hole 7；
Treated with exciting hammer 5 in the stake side for the treatment of peg 2 respectively along stake holes line direction 9 and vertical stake holes line direction 10
Peg 2 carries out horizontal exciting, by 0.2~1m of elevated height of wave detector 6 after detection；
Repeat 0.2~1m of horizontal exciting, the detection and lifting wave detector height operation of both direction until detection
Device 6 reaches the aperture of gaging hole 7, completes detection.
Step B：
M- depth signal figure and plumb pile when generating stake holes line direction respectively according to the signal of different direction of excitation detections
M- depth signal figure during the line direction of hole.
Wherein, m- depth signal figure is m- depth when the signal that wave detector 6 receives is arranged according to detection depth when
The figure formed in coordinate system, it is respectively arranged respectively according to along stake holes line direction exciting and along vertical stake holes line direction exciting
Obtain m- depth signal figure when m- depth signal figure and vertical stake holes line direction during stake holes line direction.
Step C：
When reading stake holes line direction in m- depth signal figure it is first to FP ripples walk when and epimere is determined by linear fit
FP ripples fit line and hypomere FP ripple fit lines, first in m- depth signal figure is walked to FS ripples when reading vertical stake holes line direction
When and epimere FS ripples fit line and hypomere FS ripple fit lines are determined by linear fit, drafting obtains a bottom depth determination figure.
Wherein, it is first saturating with P ripples and S ripples respectively in stake Soil Interface or stake bottom to the pile body bending wave that FP, FS ripple refer to excite
Principle when minimum is walked is followed to ripple, its path up to the first of wave detector after penetrating.
Fig. 4 show read it is first to ripple walk when schematic diagram.As shown in figure 4, the starting point for occurring fluctuating according to signal is sentenced
It is disconnected first to ripple walk when and be read out.
When carrying out linear fit, except determining to be fitted, determine and draw out fit line epimere FP in figure in stake bottom depth
Outside ripple fit line 11, hypomere FP ripples fit line 12, epimere FS ripples fit line 13 and hypomere FS ripples fit line 14, it should also draw each
The equation of fitting a straight line.
Step D：
Determine that epimere FP ripples fit line is fitted with hypomere FP ripples respectively using the step C stake bottom depth determination figures for drawing to obtain
Intersection point, the intersection point and epimere FS ripples fit line and hypomere FS ripples of epimere FP ripples fit line and hypomere FS ripple fit lines of line are fitted
The intersection point of line, the stake bottom depth for the treatment of peg is determined after being modified respectively to the depth values of three intersection points.
In step C, the equation according to epimere FP ripple fit lines, equation, the epimere FS of hypomere FP ripple fit lines are needed first
The equation of ripple fit line and the equation of hypomere FS ripple fit lines determine respectively epimere FP ripples fit line, hypomere FP ripples fit line, on
The slope of section FS ripples fit line and hypomere FS ripple fit lines, wherein, the slopes of epimere FP fit lines and epimere FS ripple fit lines
Slope both corresponds to pile body bending wave velocity of wave, and the slope of hypomere FP ripple fit lines corresponds to stake bottom foundation soil P ripple velocities of wave, hypomere FS
The slope of ripple fit line corresponds to stake bottom foundation soil S ripple velocities of wave.When needing to use pile body bending wave velocity of wave, it is preferred to use will
The average value that the slope of epimere FP fit lines and the slope of epimere FS ripple fit lines are calculated is as average pile body bending wave ripple
Speed uses.
According to the present invention, the stake bottom for the treatment of peg is determined after being modified respectively to the depth values of three intersection points in this step
Depth comprises the following steps：
Epimere FP ripples fit line and the intersection point A of hypomere FP ripple fit lines depth value are subtracted into the first correction valueObtain L1；
The depth value of epimere FP ripples fit line and the intersection points B of hypomere FS ripple fit lines is subtracted into the second correction valueObtain L2；
Epimere FS ripples fit line and the intersection point C of hypomere FS ripple fit lines depth value are subtracted into the 3rd correction valueObtain L3；
Choose L1、L2And L3In a stake bottom depth of the value as treating peg, wherein, n1' it is average pile body bending wave ripple
The ratio between speed and stake bottom foundation soil P ripple velocities of wave, n2' it is average the ratio between pile body bending wave velocity of wave and stake bottom foundation soil S ripple velocities of wave, D is
Stake holes away from；The average pile body bending wave velocity of wave is averaged for the slope of epimere FP fit lines and the slope of epimere FS ripple fit lines
Value.
In order to reduce error and make a bottom depth value reliable, preferably by L1、L2And L3Average and by averaging of income value
Stake bottom depth as treating peg.
With reference to specific embodiment to the above-mentioned existing engineering pile stake bottom depth determination method based on more ripple joint tests
It is specifically described.
Embodiment：
As shown in figure 1, foundation soil S velocities of wave are 140m/s, P-wave is 262m/s in unsaturation ground, P ripples in saturation ground
Speed is 1400m/s.The long 12m of stake, defect is located at 5~6m of pile body in Defect Piles problem, respectively along stake holes line direction and plumb pile
Carry out horizontal exciting in hole line direction is effectively to identify that side hole transmission is first to FP and FS ripples.
Treating peg 2 in the present embodiment is high stake form, and projected depth 12m, stake footpath is 1.0m.Stake top superstructure 1
For cushion cap and the long 3m of cushion cap, wide 1m, high 1m.Stake holes is 1m away from D, and ground 4 is uniform unsaturation ground, and exciting mode is in stake side
Struck away from ground 1m height along stake holes line direction and vertical stake holes line horizontal vertical.Detection as shown in figure 1, direction of excitation such as Fig. 2 and
Shown in Fig. 3, specific implementation method and step are：
1) test prepares simultaneously place cleaning：In treating peg 2, nearby 1m bores gaging hole 7, hole depth 25m at a distance；Transferred in gaging hole
Caliber be 80mm pvc pipe, pipe range 25m；Pipe week backfill make its closely knit, and clear water will be filled in pipe, ttom of pipe sealing is tight,
Prevent leak and debris from entering.
2) exciting hammer 5 is connected to oscillograph 3 by cable with wave detector 6, wave detector 6 is first first placed in survey during detection
Hole bottom hole, and two with exciting hammer 5 in stake side far from the high positions of ground 1m along stake holes line direction and vertical stake holes line direction
Direction carries out that the elevated height 0.5m of wave detector 6 is repeated into exciting, detection, lifting wave detector height after horizontal exciting, detection respectively
This process of 0.5m, to receive the signal of different depth.
3) m- depth signal figure and vertical when generating stake holes line direction respectively according to the signal of different direction of excitation detections
M- depth signal figure during stake holes line direction, specifically as shown in Figure 5 and Figure 6.
4) the starting point interpretation head for being occurred fluctuating according to signal to ripple walk when, interpretation mode is as shown in Figure 4.To institute in Fig. 5
Show signal interpretation head to FP ripples walk when, when being walked to the head of signal interpretation shown in Fig. 6 to FS ripples.
5) according to 2~10m sections and 20~25m sections head, to FP, FS ripple Traveltime data, linear fit determines epimere FP ripples respectively
Fit line y=1904x-15.1, hypomere FP ripple fit lines y=263x+10.1, epimere FS ripple fit line y=1852x-29.7 and
Hypomere FS ripple fit line y=139x+10.7, gained stake bottom depth determine that figure is as shown in Figure 7.
6) according to the fitting line slope obtained in Fig. 7 and step 5, line slope is fitted by epimere FP ripples, epimere FS ripples are fitted
Line slope determines that pile body bending wave velocity of wave is 1904m/s, 1852m/s, takes the average value 1878m/s of the two curved as average pile body
Bent velocity of wave；Determine that stake bottom foundation soil P ripples velocity of wave is 263m/s by hypomere FP ripples fitting line slope, line slope is fitted by hypomere FS ripples
It is determined that stake bottom foundation soil S ripples velocity of wave is 139m/s.
7) as shown in fig. 7, determining the corresponding depth values of intersection point A as epimere FP ripples fit line 11 and hypomere FP ripples fit line 12
For 14.1m, by the first correction value formulaThe correction value of determination is 2.1m, wherein n1' by what is determined in step 6
Average pile body bending the ratio between velocity of wave and stake bottom foundation soil P ripple velocities of wave determination, the stake bottom depth L thereby determined that1For 12m；
Determine that the corresponding depth value of intersection points B is 12.7m as epimere FP ripples fit line and hypomere FS ripple fit lines, repaiied by second
On the occasion of formulaThe correction value of determination is 1.1m, wherein n1' by the pile body that is determined in step 6 bend velocity of wave with
The ratio between stake bottom foundation soil P ripple velocities of wave determine；n2' velocity of wave and stake bottom foundation soil S ripple ripples bent by the average pile body that is determined in step 6
The determination of the ratio between speed, the stake bottom depth L thereby determined that2For 11.6m；
It is 12.7m to determine that intersection point C degree answers corresponding depth value by epimere FS ripples fit line and hypomere FS ripple fit lines, by the
Three correction value formulaThe correction value of determination is 2.2m, wherein n2' curved by the average pile body determined in step 6
The determination of the ratio between bent velocity of wave and stake bottom foundation soil S ripple velocities of wave, the stake bottom depth L thereby determined that3For 11.8m；
8) it is respectively 12m, 11.6m, 11.8m according to the three stake bottom depth determined in step 8, the discreteness of three numerical value
It is small, it is determined that stake bottom depth value it is reliable, take the average value 11.8m of three as final stake bottom depth value, itself and design stake bottom
Depth 12m is closer to, and error is only -1.7%.
The method of the present invention is not influenceed by superstructure on waveform, easy to detect and comprehensive in the horizontal exciting in stake side
Conjunction make use of the P ripples and S ripples that pile body is transmitted in soil, and analysis method is simple, and multiple bottoms can be determined simultaneously by once testing
Depth value, the utilization of multiple information sources can reduce systematic error, and multiple bottom depth values can be mutually authenticated, and improve analysis measuring accuracy
And reliability.Also there is preferable operability for the technical staff without engineering experience, widened existing side hole transmitted wave method
Should have scope and test analysis effect.
The invention is not limited in foregoing embodiment.The present invention, which expands to, any in this manual to be disclosed
New feature or any new combination, and disclose any new method or process the step of or any new combination.
Claims (8)
- A kind of 1. existing engineering pile stake bottom depth determination method based on more ripple joint tests, it is characterised in that methods described bag Include following steps：A, the stake sidetracking gaging hole in the treating peg and stake side in treating peg is respectively along stake holes line direction and vertical stake holes line Direction carries out horizontal exciting to treating peg, while the detection of different depth is carried out in gaging hole；M- depth signal figure and vertical stake holes when B, generating stake holes line direction respectively according to the signal of different direction of excitation detections M- depth signal figure during line direction；When C, reading the stake holes line direction in m- depth signal figure it is first to FP ripples walk when and determined by linear fit Section FP ripples fit line and hypomere FP ripple fit lines, head when reading the vertical stake holes line direction in m- depth signal figure is extremely Determine that epimere FS ripples fit line and hypomere FS ripple fit lines are drawn to obtain a bottom depth determination when FS ripples are walked and by linear fit Figure；D, determine that figure determines intersection point, the epimere of epimere FP ripples fit line and hypomere FP ripple fit lines respectively using stake bottom depth FP ripples fit line and the intersection point of hypomere FS ripple fit lines and the intersection point of epimere FS ripples fit line and hypomere FS ripple fit lines, respectively The stake bottom depth for the treatment of peg is determined after being modified to the depth values of three intersection points.
- 2. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 1 In the gaging hole is vertical brill punching and stake holes exceedes pre- peg bottom depth and more than 5 away from the depth for 0~3m, the gaging hole Times stake holes away from, wherein, be placed with the gaging hole in PVC test tubes and the PVC test tubes and fill clear water.
- 3. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 1 In, the horizontal exciting is to tap stake side or basis outside along horizontal direction by exciting hammer, wherein, the horizontal direction includes Horizontal direction along stake holes line direction and the horizontal direction along vertical stake holes line direction.
- 4. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 3 Common iron hammer or pulse hammer in, exciting hammer for 1.4~5.5kg, and exciting hammer and wave detector by cable with showing Ripple device connects.
- 5. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 2 In in step, the detection that different depth is carried out in gaging hole comprises the following steps：Exciting hammer is connected to oscillograph by cable with wave detector, wave detector is placed in the bottom of the gaging hole；Hammered into shape with exciting and treating peg is carried out respectively along stake holes line direction and vertical stake holes line direction in the stake side for the treatment of peg Horizontal exciting, by 0.2~1m of elevated height of wave detector after detection；Repeat 0.2~1m of horizontal exciting, the detection and lifting wave detector height operation of both direction until wave detector arrives Up to gaging hole aperture, detection is completed.
- 6. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 1 In, in step C, according to the equation of epimere FP ripple fit lines, the equation of hypomere FP ripple fit lines, epimere FS ripple fit lines side The equation of journey and hypomere FS ripple fit lines determines epimere FP ripples fit line, hypomere FP ripples fit line, epimere FS ripple fit lines respectively With the slope of hypomere FS ripple fit lines, wherein, the slope of epimere FP fit lines and the slope of epimere FS ripple fit lines both correspond to Pile body bending wave velocity of wave, the slopes of hypomere FP ripple fit lines correspond to stake bottom foundation soil P ripple velocities of wave, hypomere FS ripple fit lines it is oblique Rate corresponds to stake bottom foundation soil S ripple velocities of wave.
- 7. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 6 In in step D, determining that the stake bottom depth for the treatment of peg includes following step after being modified respectively to the depth values of three intersection points Suddenly：The depth value of epimere FP ripples fit line and the intersection point of hypomere FP ripple fit lines is subtracted into the first correction value Obtain L1；The depth value of epimere FP ripples fit line and the intersection point of hypomere FS ripple fit lines is subtracted into the second correction valueObtain L2；The depth value of epimere FS ripples fit line and the intersection point of hypomere FS ripple fit lines is subtracted into the 3rd correction valueObtain L3；Choose L1、L2And L3In a stake bottom depth of the value as treating peg, wherein, n '1For average pile body bending wave velocity of wave with The ratio between stake bottom foundation soil P ripple velocities of wave, n '2For the ratio between average pile body bending wave velocity of wave and stake bottom foundation soil S ripple velocities of wave, D is stake holes Away from；The average pile body bending wave velocity of wave for epimere FP fit lines slope and epimere FS ripple fit lines slope average value.
- 8. the existing engineering pile stake bottom depth determination method based on more ripple joint tests, its feature exist according to claim 7 In by L1、L2And L3Average and the stake bottom depth using averaging of income value as treating peg.
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