CN110130413A - Pit retaining monitoring method based on underground datum mark arrangement - Google Patents
Pit retaining monitoring method based on underground datum mark arrangement Download PDFInfo
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- CN110130413A CN110130413A CN201910386272.2A CN201910386272A CN110130413A CN 110130413 A CN110130413 A CN 110130413A CN 201910386272 A CN201910386272 A CN 201910386272A CN 110130413 A CN110130413 A CN 110130413A
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- datum mark
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- inclinometer
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The present invention relates to the pit retaining monitoring methods based on underground datum mark arrangement, datum mark is arranged in underground this programme, it is in particular arranged at lagging pile bottom, its depth is deeper than foundation depth, it can guarantee not changed by the variation of landform for datum mark, it utilizes simultaneously and inclinometer is successively installed from lower to upper in wall protection pipe, the coordinate of datum mark is subjected to transmitting to obtain the coordinate on lagging pile vertex by inclinometer, the change in location of remaining lagging pile is observed using the vertex as working base point, or dipmeter directly is installed in multiple lagging piles, so that forming one at the top of each lagging pile from its displacement variable of measuring point real-time monitoring, it can greatly improve construction precision.
Description
Technical field
The present invention relates to pit retaining monitoring fields, and in particular to a pit retaining monitoring side based on underground datum mark arrangement
Method.
Background technique
Deep pit monitor monitoring is an important link in Foundation Pit Construction, refers to and applies in excavation of foundation pit and underground engineering
During work, variation to foundation pit ground character, Supporting Structure deformation and ambient environmental conditions carries out various observations and analysis work
Make, and monitoring result is timely feedbacked, the development of deformation and stable state that prediction will lead to after constructing in next step, according to prediction
Determine the degree that construction impacts ambient enviroment, comes design and construction, realize so-called information-aided construction.Pit retaining monitoring
Specifically include that supporting construction, related natural environment, construction operating condition, underground aqueous condition, bottom of foundation ditch and surrounding soil, surrounding are built
(structure) build object, surrounding underground utilities and underground installation, around important road, other objects that should be monitored.
The precision instrument that deep pit monitor monitoring generally uses has: 1, high-precision total station；2, high-precision total station；3,
GNSS, etc..
Using traditional monitoring method carry out one of high-precision monitoring on condition that: need a stable benchmark
Point, and datum mark to foundation pit region working standard point should good operation and the positional accuracy of working standard point that measures can reach
Code requirement.
But actual conditions are: 1, the intensive city of high-rise, it is not easy to select stable datum mark；2 construction sites
Site environment is complicated, and datum mark is easily destroyed with working standard point；3 not can guarantee it is good between datum mark and working standard point
Good intervisibility is needed using measurement methods such as traverse survey, resections, therefore cannot be guaranteed the point essence of working standard point
Degree；4 traditional measurement modes cannot carry out real-time monitoring to foundation pit, and the requirement of wisdom building site is not achieved.
Summary of the invention
It is an object of the invention to overcome the deficiencies of the prior art and provide a foundation pits based on underground datum mark arrangement
Monitoring method, for measuring the horizontal displacement of foundation pit, the paving mode of datum mark is arranged in underground, to avoid the prior art will
Datum mark is arranged in earth's surface, does not need repeatedly to turn the formation angle depending on after and measures, while also avoiding the variation because of landform
Caused by measurement error, it is generally the case that be generally located on the farther away highway of foundation pit or concrete stake, but since highway is applied
Work influences and the gravity of traffic, so that deformation occurs for highway, so that reference point location is caused to drift about, while by
Human error in calculating process, so that is finally measured misses by a mile, hence it is evident that be not able to satisfy construction requirement, such as to accomplish essence
Really reduce error, then needs repeated multiple times measurement, and constantly verified, so then form great workload, be unfavorable for
Construction carries out, and this programme can be to avoid because of artificial observation error caused by multiple datum marks and working base point is arranged, while can also
Error caused by avoiding datum mark from being subjected to displacement by topography around.
The purpose of the present invention is achieved through the following technical solutions:
A kind of pit retaining monitoring method based on underground datum mark arrangement, the method steps are as follows:
S1: pouring lagging pile while laying inclinometer pipe, and inclinometer pipe and lagging pile are the same as long；
S2: setting datum mark；
Select at least three lagging piles deviational survey bottom of the tube as datum mark D0、E0、F0..., wherein deviational survey in lagging pile
The bottom of pipe is basicly stable, meets the requirement of monitoring specification；
S3: installation inclinometer；
It is successively laid with one-dimensional or bidimensional continuous inclinometer from lower to upper in lagging pile, uses ten thousand between adjacent two inclinometer
It is connected to section mode, the machining accuracy of universal joint should be less than 0.1mm, and the length of single inclinometer is l；
S4: assuming that D0Coordinate is (x0,y0), with D0Coordinate is sat as working base point, working base point at the top of lagging pile where point
Mark DnCoordinate be (xn,yn), then have:
xn=x0+lsinα1+lsinα2+lsinα3......+lsinαn (1)
yn=y0+lsinβ1+lsinβ2+lsinβ3......+lsinβn (2)
Wherein α, β are X-axis inclination angle, the Y-axis inclination angle of an inclinometer, when only with one-dimensional inclinometer, above formula (2)
Do not have to, wherein for the number of deviational survey in piece lagging pile of n, if respectively the direction of section inclinometer is inconsistent, coordinate should be passed through
In rotation transformation fortran to the direction of most next section inclinometer；
S5: monitoring point calculates；
With the datum mark coordinate D of deviational survey bottom of the tube0、E0、F0... as coordinate is started, this is measured by continuous inclinometer
The top coordinate of lagging pile obtains the position of foundation pit by the coordinate that working base point measures remaining lagging pile as working base point coordinate
Shifting amount；
With or, with datum mark D0、E0、F0... directly as monitoring point at the top of the lagging pile of place, each monitoring point is recorded in real time
Coordinate data and the coordinate data of more each time obtain the shift value of pit retaining monitoring, wherein monitoring point coordinate determination side
Formula and working base point coordinate DnCalculation method it is identical.
Further, the datum mark of the bottom positioned at lagging pile passes through the high-precision transmitting road stake of continuous inclinometer
Top.
Further, it should be flushed substantially with crown beam at the top of continuous deviational survey, and top shape should can make traditional monitoring point.
Further, it is measured using traditional angle measurement distance measuring method between several top monitoring points, is united in initial measurement
One to one coordinate system.
Further, the traditional angle measurement distance measuring method of period application is separated by between several top monitoring points to measure it,
Analytically descend the stable case of datum mark.
Further, by entering to hold the tilt values comparative analysis of several inclinometers of section to down, judge underground datum mark
Stable case.
The beneficial effects of the present invention are: comparing with traditional datum mark set-up mode, datum mark is arranged on ground this programme
Under, be in particular arranged at lagging pile bottom, depth is deeper than foundation depth, it is ensured that datum mark not by the variation of landform and
Change, while using successively installing inclinometer from lower to upper in wall protection pipe, by inclinometer by the coordinate of datum mark from
And obtain the coordinate on lagging pile vertex, the change in location of remaining lagging pile is observed using the vertex as working base point, or directly exist
Dipmeter is installed in multiple lagging piles, so that one is formed at the top of each lagging pile from its displacement variable of measuring point real-time monitoring,
It can greatly improve construction precision.
Detailed description of the invention
Fig. 1 is datum mark set-up mode in the prior art；
Fig. 2 is the distribution relation figure of lagging pile and foundation pit；
Fig. 3 is datum mark set-up mode in the present invention；
Fig. 4 is the end view of inclinometer pipe in the present invention；
Fig. 5 is the connection type of inclinometer in the present invention.
Specific embodiment
Technical solution of the present invention is described in further detail combined with specific embodiments below, but protection scope of the present invention is not
It is confined to as described below.
Embodiment 1
The one pit retaining monitoring method based on underground datum mark arrangement is that datum mark is arranged at foundation pit bottom in this programme
Below portion, due to belonging to hard landform below foundation pit, and under normal conditions its influenced by external condition it is very little, hardly
There are problems that reference point location drift.
As shown in Fig. 2, foundation pit surrounding has lagging pile, and lagging pile bore process is using tradition during foundation pit construction
Bore process, drilling depth should meet foot of hole far from bottom of foundation ditch, so that foundation pit construction be avoided to cause foot of hole
It squeezes to cause positional shift, drilling depth is greater than foundation depth 5-20m in the present embodiment, and the selection of depth can be according to base
The depth in hole is rationally designed, and the foundation depth the deep, and the gap of the depth and foundation depth that drill is bigger, and reason is
Foundation depth is deeper, then builds that the scale of construction is bigger, and the pressure caused by bottom of foundation ditch is bigger, therefore the situation bigger in foundation depth
Under, it should rationally increase the gap between drilling depth and foundation depth.
After drilling is accomplished fluently, three interior insertion inclinometer pipes that drill, are inserted into tubular pole in remaining drilling and pour coagulation thereto
Soil.Inclinometer pipe extend into always foot of hole from top to bottom, and the structure of inclinometer pipe is as shown in figure 4, along inclinometer pipe after the completion of fixed
It is sequentially placed into inclinometer, wherein the landing of inclinometer is then embedded in the sliding slot of deviational survey inside pipe wall, wherein first inclinometer
A two-dimensional coordinate sensor, the coordinate (x of the coordinate sensor are fixed in bottom0,y0) it is used as monitoring criteria point D0, similarly set
Set other two monitoring criteria point E0、F0, a two-dimensional coordinate sensor is provided in each inclinometer, from lower to upper one
Secondary number is 001,002,003 ... n so far completes the installation of lagging pile and datum mark.
The coordinate of deviational survey bottom of the tube is datum mark D0Coordinate is (x0,y0) (E is similarly set0、F0Coordinate, since it sets
It is identical to set mode, the present embodiment only enumerates D0Coordinate calculation), since the datum mark is (and being located under foundation pit) located underground
Therefore it can not be directly observed using the datum mark, it is also necessary to by D0It is converted into working base point, for observing remaining lagging pile
Change in displacement.Since this programme is in datum mark D0Inclinometer, inclinometer are sequentially installed in the inclinometer pipe at place from lower to upper
Arrangement mode column inclinometer as shown in Figure 5 join end to end clearly measured so that the deformation quantity in inclinometer pipe is available,
Its overall structure is as shown in figure 3, its circular is as follows:
If the length of inclinometer is l, since the installation site of two-dimensional coordinate sensor in each inclinometer is identical, phase
Even the spacing between two two-dimensional coordinate sensors is necessarily also equal to l, if implementing in the data measured, gradient meter sensor measures X
Axis, Y axis deflection angle are α, β, datum mark D0Coordinate is (x0,y0)；
Then have:
……
Assuming that sharing n inclinometer, then the coordinate D of top of inclinometer pipe from lower to uppernFor (xn,yn), then have:
xn=x0+lsinα1+lsinα2+lsinα3......+lsinαn
yn=y0+lsinβ1+lsinβ2+lsinβ3......+lsinβn
It is such then calculate DnCoordinate, calculate E in the same way0、F0The coordinate E at topn、Fn, with Dn、En、
FnFor working base point, the coordinate of remaining lagging pile can be measured, using measurement means in the prior art so as to real-time monitoring
The horizontal displacement of foundation pit.
In the present embodiment, due to datum mark Dn、En、FnThere's almost no any error, and working base point and datum mark it
Between coordinate transformation be automatically performed by sensor, to reduce human error, therefore the error main source in the present embodiment
It in the precision of sensor, therefore only needs rationally to control the precision of sensor in the present embodiment, error can be reduced to reach
To construction requirement.
Embodiment 2
In embodiment 1, due to the coordinate of working base point be by sensor automatic measurement come out, error mainly by
The precision of sensor determines, and the coordinate between working base point and lagging pile is then by artificially measuring, therefore in measurement process
In there are still some artificial calculating errors, in order to further decrease influence caused by the error, base of the present embodiment in embodiment 1
Further improvement is made on plinth, is chosen in the lagging pile of foundation pit surrounding successively interval setting inclinometer pipe in the present embodiment,
That is inclinometer pipe and tubular pole is disposed adjacent, or at interval of a piece inclinometer pipe of two settings, similarly in every inclinometer pipe from lower to upper
It sets gradually, set-up mode is same as Example 1, that is, being provided with multiple datum mark D in multiple inclinometer pipes0、E0、
F0、 G0……。
Utilize formula
xn=x0+lsinα1+lsinα2+lsinα3......+lsinαn
yn=y0+lsinβ1+lsinβ2+lsinβ3......+lsinβn
D can be calculated0、En、Fn、Gn... real-time coordinates, and these real-time coordinates i.e. directly as monitoring point react
The change in displacement of foundation pit.
In addition to directly using Dn、En、Fn、Gn... real-time coordinates as monitoring point other than, be also used as work base
Point intersects the coordinate for measuring remaining lagging pile, intersects measurement to further decrease error.
As preferred embodiment, the joint length of above-mentioned inclinometer is 60-100cm, and the length of inclinometer is according to foundation pit
Depth and the depth of inclinometer pipe are selected, and design proportion should meet L/l < 100, in above-mentioned measurement as can be seen that by
It is to be determined by the precision of sensor, therefore the quantity of sensor excessively necessarily causes the larger basis of error in measurement error.
Assuming that the error of each sensor is m, inclinometer quantity is n, according to law of propagation of errors, cumulative errors mlMeter
Calculate formula are as follows:
It is possible thereby to calculate, when sensor accuracy is 0.1mm, inclinometer quantity is 100, survey
The error m obtainedl=1mm is far smaller than the minimum error 3mm of construction requirement.
Datum mark positioned at the bottom of lagging pile is continuously being surveyed by the top of the high-precision transmitting road stake of continuous inclinometer
Oblique top portion should be flushed with crown beam substantially, and top shape should can make traditional monitoring point, apply tradition between several top monitoring points
Angle and distance measuring mode measures it, unified to a coordinate system in initial measurement, when being separated by one between several top monitoring points
Between the traditional angle measurement distance measuring method of section application it is measured, the stable case of datum mark is analytically descended, by entering to hold the several of section to down
The tilt values comparative analysis of a inclinometer, judges the stable case of underground datum mark.
The above is only a preferred embodiment of the present invention, it should be understood that the present invention is not limited to described herein
Form should not be regarded as an exclusion of other examples, and can be used for other combinations, modifications, and environments, and can be at this
In the text contemplated scope, modifications can be made through the above teachings or related fields of technology or knowledge.And those skilled in the art institute into
Capable modifications and changes do not depart from the spirit and scope of the present invention, then all should be in the protection scope of appended claims of the present invention
It is interior.
Claims (6)
1. a kind of pit retaining monitoring method based on underground datum mark arrangement, which is characterized in that the method steps are as follows:
S1: pouring lagging pile while laying inclinometer pipe, and inclinometer pipe and lagging pile are the same as long；
S2: setting datum mark；
Select at least three lagging piles deviational survey bottom of the tube as datum mark D0、E0、F0..., wherein inclinometer pipe in lagging pile
Bottom is basicly stable, meets the requirement of monitoring specification；
S3: installation inclinometer；
It is successively laid with one-dimensional or bidimensional continuous inclinometer from lower to upper in lagging pile, uses universal joint between adjacent two inclinometer
Mode connects, and the machining accuracy of universal joint should be less than 0.1mm, and the length of single inclinometer is l；
S4: assuming that D0Coordinate is (x0,y0), with D0Lagging pile top coordinate is as working base point, working base point coordinate D where pointn
Coordinate be (xn,yn), then have:
xn=x0+lsinα1+lsinα2+lsinα3......+lsinαn (1)
yn=y0+lsinβ1+lsinβ2+lsinβ3......+lsinβn (2)
Wherein α, β are X-axis inclination angle, the Y-axis inclination angle of an inclinometer, and when only with one-dimensional inclinometer, above formula (2) is no
With wherein, if respectively the direction of section inclinometer is inconsistent, should be revolved by coordinate for the number of deviational survey in piece lagging pile of n
Transformation is changed in fortran to the direction of most next section inclinometer；
S5: monitoring point calculates；
With the datum mark coordinate D of deviational survey bottom of the tube0、E0、F0... as coordinate is started, which is measured by continuous inclinometer
The top coordinate of stake obtains the displacement of foundation pit by the coordinate that working base point measures remaining lagging pile as working base point coordinate
Amount；
With or, with datum mark D0、E0、F0... directly as monitoring point at the top of the lagging pile of place, the seat of each monitoring point is recorded in real time
Mark data and the coordinate data of more each time i.e. obtain the shift value of pit retaining monitoring, wherein monitoring point coordinate method of determination with
Working base point coordinate DnCalculation method it is identical.
2. the pit retaining monitoring method according to claim 1 based on underground datum mark arrangement, which is characterized in that institute
The top that datum mark of the rheme in the bottom of lagging pile passes through the high-precision transmitting road stake of continuous inclinometer.
3. the pit retaining monitoring method according to claim 1 based on underground datum mark arrangement, which is characterized in that
It should be flushed substantially with crown beam at the top of continuous deviational survey, and top shape should can make traditional monitoring point.
4. the pit retaining monitoring method according to claim 1 based on underground datum mark arrangement, which is characterized in that several
It is measured using traditional angle measurement distance measuring method between a top monitoring point, it is unified to a coordinate system in initial measurement.
5. the pit retaining monitoring method according to claim 1 based on underground datum mark arrangement, which is characterized in that several
It is separated by the traditional angle measurement distance measuring method of period application between a top monitoring point to measure it, analytically descends the stabilization of datum mark
Situation.
6. the pit retaining monitoring method according to claim 1 based on underground datum mark arrangement, which is characterized in that logical
The tilt values comparative analysis for entering to hold several inclinometers of section to down is crossed, judges the stable case of underground datum mark.
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| CN201910386272.2A CN110130413A (en) | 2019-05-09 | 2019-05-09 | Pit retaining monitoring method based on underground datum mark arrangement |
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| CN111457848A (en) * | 2020-05-19 | 2020-07-28 | 四川合众精准科技有限公司 | Method and system for measuring displacement through coordinate change between adjacent monitoring points |
| CN112964191A (en) * | 2021-03-25 | 2021-06-15 | 四川合众精准科技有限公司 | Micro-deformation laser collimation measurement method |
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| CN112964191A (en) * | 2021-03-25 | 2021-06-15 | 四川合众精准科技有限公司 | Micro-deformation laser collimation measurement method |
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