CN107620300A - A kind of Foundation Pit bottom resilience quantity monitoring method - Google Patents
A kind of Foundation Pit bottom resilience quantity monitoring method Download PDFInfo
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- CN107620300A CN107620300A CN201710839865.0A CN201710839865A CN107620300A CN 107620300 A CN107620300 A CN 107620300A CN 201710839865 A CN201710839865 A CN 201710839865A CN 107620300 A CN107620300 A CN 107620300A
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- optic cable
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- sensing optic
- depth
- foundation pit
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- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000012544 monitoring process Methods 0.000 title claims abstract description 7
- 238000005553 drilling Methods 0.000 claims abstract description 23
- 239000002689 soil Substances 0.000 claims abstract description 16
- 238000009412 basement excavation Methods 0.000 claims abstract description 11
- 238000012806 monitoring device Methods 0.000 claims abstract description 7
- 238000009434 installation Methods 0.000 claims abstract description 6
- 229910000278 bentonite Inorganic materials 0.000 claims abstract description 5
- 239000000440 bentonite Substances 0.000 claims abstract description 5
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims abstract description 5
- 238000013102 re-test Methods 0.000 claims abstract description 4
- 238000012360 testing method Methods 0.000 claims abstract description 4
- 239000000835 fiber Substances 0.000 claims description 10
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 2
- 230000003287 optical effect Effects 0.000 claims description 2
- 239000004744 fabric Substances 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 6
- 238000010586 diagram Methods 0.000 description 3
- 230000005489 elastic deformation Effects 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000008961 swelling Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
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Abstract
The invention provides a kind of Foundation Pit bottom resilience quantity monitoring method; it is before excavation of foundation pit; by set drilling, bury protection pipe, installation sensing optic cable, drilling in tamp bentonite, connection sensing optic cable and sensing optic cable strain (FBG) demodulator; form Foundation Pit bottom springback capacity monitoring device; test the strain value of the sensing optic cable of each depth measuring point in the range of drilling depth under foundation ditch bottom surface; in Excavation Process or after terminating, re-test several times under foundation ditch bottom surface in the range of drilling depth the sensing optic cable of each depth measuring point strain value；Draw εJ, i~hiRelation curve and Δ SJ, i~hiRelation curve, so as to obtain the springback capacity of each each measuring point of soil layer and its distribution under foundation ditch.The size of each soil layer springback capacity and distribution, accurately measure the strain variation of each measuring point, and calculate the springback capacity of each measuring point under energy automatic observation foundation ditch of the invention.The inventive method has the advantages that principle is simple, and Embedded installation is convenient, energy automatic observation, and observation data are accurate, has good economic benefit and social benefit.
Description
Technical field
The present invention relates to a kind of Foundation Pit bottom springback capacity monitoring device and method.Suitable for Geotechnical Engineering field.
Background technology
Elastic Deformation of Foundation Pit amount is the phase in coverage inside and outside foundation ditch caused by removal foundation ditch is conducted oneself with dignity after excavation of foundation pit
For the springback capacity before excavation, also referred to as base bottom heave.Monitor the size of each soil layer springback capacity and distribution pair under foundation ditch
Guiding construction and optimization design etc., which all have, to be of great significance.At present, Elastic Deformation of Foundation Pit amount typically using arrangement and is buried back
The mode for playing mark is carried out, and resilience mark should be embedded to below foundation ditch bottom surface at 20-30cm, according to cutting depth and stratum soil property feelings
Condition, boring method or prospect pit method can be used to bury.According to embedded and observation procedure, formula can be sent into by forced, drilling rod using auxiliary rod
Or direct flush type mark.But resilience target is embedded to and observation is all pretty troublesome, and it can not accomplish that observation or automation are real-time
Observation.Therefore, a kind of Elastic Deformation of Foundation Pit amount monitoring device for being easy to observation and energy automatic observation of research and design and side are needed badly
Method.
The content of the invention
The technical problem to be solved in the present invention is：For above-mentioned problem, there is provided a kind of Foundation Pit bottom springback capacity is supervised
Survey method, with the size of each soil layer springback capacity under energy automatic observation foundation ditch and distribution.Therefore, the present invention uses following technology
Scheme：
A kind of Foundation Pit bottom resilience quantity monitoring method, it is characterised in that it comprises the following steps：
(1), before excavation of foundation pit, by set drilling, bury protection pipe, installation sensing optic cable, drilling in tamp bentonite, even
Sensing optic cable and sensing optic cable strain (FBG) demodulator are connect, forms Foundation Pit bottom springback capacity monitoring device, the drilling depth and test
Depth matches, the sensing optic cable one through to MTD, in the range of MTD each measuring point spacing distance be 20mm~
500mm；
(2), before excavation of foundation pit, after waiting bentonite consolidation in drilling and being combined closely with surrounding soil, foundation ditch bottom surface is tested
The strain value of the sensing optic cable of each depth measuring point in the range of lower drilling depth, and be designated as straining initial value ε0,i, i is measuring point sequence number；
(3), in Excavation Process or after terminating, re-test each depth in the range of drilling depth under foundation ditch bottom surface several times
The strain value of the sensing optic cable of measuring point, and be designated as straining initial value εj,i, j is survey sequence number；
(4) the strain variation amount Δ ε of each depth measuring point, is calculatedj,iWith displacement variable Δ Sj,i, draw Δ εj,i~hiClose
It is curve and Δ Sj,i~hiRelation curve, so as to obtain the springback capacity of each each measuring point of soil layer and its distribution under foundation ditch, hi is survey
The depth of point.
Further, strain variation amount Δ εj,iCalculation formula be Δ εj,i=εj,i-ε0,i, displacement variable Δ Sj,i's
Calculation formula is
Further, the sensing optic cable is quasi-distributed fiber grating string or distributed sensing fiber；The sense light
Cable strain (FBG) demodulator is fiber Bragg grating (FBG) demodulator or Brillouin's (FBG) demodulator (BOTDR/BOTDA).
The beneficial effects of the invention are as follows：The present invention, can automatic observation foundation ditch by Foundation Pit bottom springback capacity monitoring device
The size of beneath each soil layer springback capacity and distribution, accurately measure the strain variation of each measuring point, and calculate the springback capacity of each measuring point.
The inventive method has the advantages that principle is simple, and Embedded installation is convenient, energy automatic observation, and observation data are accurate, has good
Economic benefit and social benefit.
Brief description of the drawings
Fig. 1 is springback capacity monitoring device schematic diagram in Foundation Pit bottom of the present invention.
Fig. 2 is strain variation amount~depth curve schematic diagram.
Fig. 3 is each measuring point displacement~depth profile curve synoptic diagram under foundation ditch bottom surface.
Embodiment
Exemplified by having supporting construction foundation ditch, specific implementation is as follows：
(1) in situ on face 5, the installation of sensing optic cable 1 drilling 3 is set to non-resilience rock-soil layer with rig.Drilling 3 diameters can
Select 76mm~108mm.
(2) protection pipe 4 is installed in drilling orifice soil layer 7, protection pipe 4 is buried to the 10~20mm of foundation ditch face 8 times soil layer 9
In, the optional 108mm~130mm of the diameter of protection pipe 4.
(3) sensing optic cable 1 is placed in drilling 3, and is tamped drilling 3 with swelling soil ball 2.
(4) sensing optic cable 1 is connected with Fibre Optical Sensor strain (FBG) demodulator 10.Sensing optic cable 1 is quasi-distributed fiber grating string
Or distributed sensing fiber；The sensing optic cable strain (FBG) demodulator 10 is fiber Bragg grating (FBG) demodulator or Brillouin's (FBG) demodulator
(BOTDR/BOTDA)。
Etc. (5) after the swelling soil ball 2 in drilling 3 is consolidated and combined closely with surrounding soil, test under foundation ditch bottom surface drilling 3
The strain value of the sensing optic cable 1 of each depth measuring point in depth bounds, and be designated as straining initial value ε0,i, i is measuring point sequence number.
(6) in Excavation Process or after terminating, re-test drills under foundation ditch bottom surface each depth in 3 depth boundses several times
The strain value of the sensing optic cable 1 of measuring point, and be designated as straining initial value εj,i, j is survey sequence number.
(7) each depth h is calculated respectively by formula (1) and formula (2)iThe strain variation amount Δ ε of measuring pointj,iWith displacement variable Δ
Sj,i。
Δεj,i=εj,i-ε0,i (1)
(8) ε is drawnj,i~hiRelation curve (Fig. 2) and Δ Sj,i~hiRelation curve (Fig. 3).
The specific embodiment of the present invention is the foregoing is only, but the architectural feature of the present invention is not limited thereto, Ren Heben
The technical staff in field in the field of the invention, all cover among protection scope of the present invention by the change or modification made.
Claims (3)
1. a kind of Foundation Pit bottom resilience quantity monitoring method, it is characterised in that it comprises the following steps：
(1), before excavation of foundation pit, by set drilling, bury protection pipe, installation sensing optic cable, drilling in tamp bentonite, connection pass
Sensing optical cable and sensing optic cable strain (FBG) demodulator, form Foundation Pit bottom springback capacity monitoring device, the drilling depth and MTD
Match, the sensing optic cable one through to MTD, in the range of MTD each measuring point spacing distance be 20mm~
500mm；
(2), before excavation of foundation pit, after waiting bentonite consolidation in drilling and being combined closely with surrounding soil, test under foundation ditch bottom surface and bore
The strain value of the sensing optic cable of each depth measuring point in the range of hole depth, and be designated as straining initial value ε0,i, i is measuring point sequence number；
(3), in Excavation Process or after terminating, re-test each depth measuring point in the range of drilling depth under foundation ditch bottom surface several times
Sensing optic cable strain value, and be designated as straining initial value εj,i, j is survey sequence number；
(4) the strain variation amount Δ ε of each depth measuring point, is calculatedj,iWith displacement variable Δ Sj,i, draw Δ εj,i~hiRelation curve
With Δ Sj,i~hiRelation curve, so as to obtain the springback capacity of each each measuring point of soil layer and its distribution under foundation ditch, hi is the depth of measuring point
Degree.
A kind of 2. Foundation Pit bottom resilience quantity monitoring method according to claim 1, it is characterised in that strain variation amount Δ εj,iMeter
Calculation formula is Δ εj,i=εj,i-ε0,i, displacement variable Δ Sj,iCalculation formula be
A kind of 3. Foundation Pit bottom resilience quantity monitoring method according to claim 1, it is characterised in that：The sensing optic cable is
Quasi-distributed fiber grating string or distributed sensing fiber；The sensing optic cable strain (FBG) demodulator is fiber Bragg grating (FBG) demodulator or cloth
In deep (FBG) demodulator (BOTDR/BOTDA).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710839865.0A CN107620300A (en) | 2017-09-18 | 2017-09-18 | A kind of Foundation Pit bottom resilience quantity monitoring method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710839865.0A CN107620300A (en) | 2017-09-18 | 2017-09-18 | A kind of Foundation Pit bottom resilience quantity monitoring method |
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| Publication Number | Publication Date |
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| CN107620300A true CN107620300A (en) | 2018-01-23 |
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| CN201710839865.0A Pending CN107620300A (en) | 2017-09-18 | 2017-09-18 | A kind of Foundation Pit bottom resilience quantity monitoring method |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101667327A (en) * | 2008-09-03 | 2010-03-10 | 中国石油天然气股份有限公司 | Pipeline landslide deep displacement monitoring and early warning method and system and construction method of system |
| CN103205957A (en) * | 2013-03-19 | 2013-07-17 | 天津市市政工程设计研究院 | Method of estimation on underlying tunnel and foundation rebound in excavation of foundation pit |
| CN104482855A (en) * | 2014-11-19 | 2015-04-01 | 河海大学 | Foundation pit slide surface position monitoring method based on FBG (fiber bragg grating) |
| CN104776840A (en) * | 2015-04-17 | 2015-07-15 | 山东大学 | Foundation ditch springback observation mark convenient for layered observation and observation method |
| CN105159267A (en) * | 2015-09-28 | 2015-12-16 | 南阳中衡智能科技有限公司 | Foam concrete quality remote real time monitoring authentication system |
-
2017
- 2017-09-18 CN CN201710839865.0A patent/CN107620300A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101667327A (en) * | 2008-09-03 | 2010-03-10 | 中国石油天然气股份有限公司 | Pipeline landslide deep displacement monitoring and early warning method and system and construction method of system |
| CN103205957A (en) * | 2013-03-19 | 2013-07-17 | 天津市市政工程设计研究院 | Method of estimation on underlying tunnel and foundation rebound in excavation of foundation pit |
| CN104482855A (en) * | 2014-11-19 | 2015-04-01 | 河海大学 | Foundation pit slide surface position monitoring method based on FBG (fiber bragg grating) |
| CN104776840A (en) * | 2015-04-17 | 2015-07-15 | 山东大学 | Foundation ditch springback observation mark convenient for layered observation and observation method |
| CN105159267A (en) * | 2015-09-28 | 2015-12-16 | 南阳中衡智能科技有限公司 | Foam concrete quality remote real time monitoring authentication system |
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Application publication date: 20180123 |