CN108316364B - The monitoring method of pattern foundation pit supporting structure pile driving construction effect under a kind of overhead high iron wire - Google Patents
The monitoring method of pattern foundation pit supporting structure pile driving construction effect under a kind of overhead high iron wire Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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Abstract
The invention discloses a kind of monitoring methods of pattern foundation pit supporting structure pile driving construction effect under overhead high iron wire, it solves the problems, such as that prior art pit retaining monitoring specification is not suitable for the overhead excavation of foundation pit monitoring of high-speed rail, beneficial effect with the trouble free service that can ensure that high-speed rail elevated bridge, its scheme is as follows: the monitoring method of pattern foundation pit supporting structure pile driving construction effect under the overhead high iron wire of one kind, include the following steps: 1) to formulate monitoring scheme according to the case where support pile arrangement and method for construction and its proximity overhead high iron base, including benchmark, the layout scheme of Ground Subsidence Monitoring point and soil mass displacement at the deep layer monitoring point, and it constructs；2) implement monitoring；3) monitoring data are analyzed, determines that support pile work progress closes on range and size and its determining influence to high-speed rail elevated bridge basis that soil displacement field influences on support pile, that is, determines the influence of supporting pile driving construction effect；4) according to the influence of supporting pile driving construction effect obtained by Analysis on monitoring data to construction party early warning.
Description
Technical field
The present invention relates to construction monitoring fields, more particularly to pattern foundation pit supporting structure pile driving construction effect under a kind of overhead high iron wire
Monitoring method.
Background technique
High-speed rail station generally occupy on the outside of city, such as Jinan western station, Nanjing southern station etc..High-speed rail route more have it is overhead,
Extending with urban municipal road, the urban operating mechanisms such as some turnpike roads and its underground utilities generally require down to wear overhead high-speed rail, and
Form foundation pit under overhead high iron wire.Overhead high-speed rail bridge basis is more sensitive to surrounding soil displacement, and crossing construction influences it
It is larger.And overhead high-speed rail bridge basis it is very stringent to Deformation control when, when wearing overhead high-speed rail route under base pit engineering, if
Do not take special countermeasure to be monitored control, then the adverse effect that foundation pit construction generates existing overhead high-speed rail route, such as structure
The decline of object bearing capacity, foundation deformation is excessive and foundation platform sedimentation is excessive, will threaten the safety that is open to traffic of overhead high-speed rail route.
Base pit engineering monitors existing national standard " building foundation pit supporting Specifications of Monitoring Technology (GB50597) " and directs concretely at present,
But lack the specific monitoring and requirement of support construction effect.Excavation of foundation pit under overhead high iron wire is often apart from existing overhead
Bridge foundation is close, ignores influence of the construction effect of foundation pit supporting construction to overhead high-speed rail bridge basis, will likely make
At serious accident and huge economic losses, therefore existing pit retaining monitoring specification and technology are not suitable under overhead high iron wire
The monitoring of excavation of foundation pit.
Common support construction effect monitoring has the disadvantage that 1. monitoring process is unordered, does not form a set of system
System, completely monitor process so that construction mutually disconnects with monitoring, when in work progress existing structure there are when security risk,
It cannot be analyzed in time, early warning and solution, the effect of monitoring cannot be given full play to.2. monitoring object is to close on existing structure
Based on object, has ignored existing proximity works and monitor the correlation monitored with support construction.3. existing monitoring method effect
It is confined to the construction of certain, guiding opinion cannot be provided subsequent construction.
Furthermore town road or the general depth of underground utilities foundation pit are limited under overhead high iron wire, and supporting means are essentially supporting
Stake supporting.The most wide foundation pit supporting pile of application range is cast-in-situ bored pile at present, therefore for supporting pile driving construction effect monitoring side
Establishing for method should be established as substantially with bored pile construction effect monitoring method.
Therefore, it is necessary to the monitoring methods to pattern foundation pit supporting structure pile driving construction effect under a kind of overhead high iron wire to carry out researching and designing.
Summary of the invention
For overcome the deficiencies in the prior art, the present invention provides pattern foundation pit supporting structure pile driving construction effects under a kind of overhead high iron wire
Monitoring method, by monitoring support pile work progress in the surface subsidence and depth on overhead high iron base biggest impact path
Layer soil body displacement, had both ensured the trouble free service of overhead high-speed rail bridge in foundation pit supporting pile work progress, monitoring data had been drawn
At chart, but can analyze determine support pile work progress on support pile close on soil displacement field influence range and size to subsequent
Construction provides guidance, gives full play to the effect of monitoring.
The concrete scheme of the monitoring method of pattern foundation pit supporting structure pile driving construction effect is as follows under a kind of overhead high iron wire:
The monitoring method of pattern foundation pit supporting structure pile driving construction effect, includes the following steps: under a kind of overhead high iron wire
1) monitoring scheme, including water are formulated according to the case where Construction Scheme of Bored Pile and its proximity overhead high iron base
The layout scheme of quasi- basic point, Ground Subsidence Monitoring point and soil mass displacement at the deep layer monitoring point, and construct；
2) monitoring is implemented according to the layout scheme that step 1) determines；
3) monitoring data are analyzed, determines that bored pile construction process closes on soil displacement field to cast-in-situ bored pile
The range and size of influence simultaneously determine its influence to overhead high-speed rail bridge basis, the i.e. influence of bored pile construction effect；
4) construction party early warning is and guided according to the influence of bored pile construction effect obtained by Analysis on monitoring data subsequent
Construction.
Further, the specific setting steps of the step 1) are as follows:
1-1) lay benchmark；
1-2) determine the wiring path of soil mass displacement at the deep layer monitoring point；
1-3) determine the wiring path of Ground Subsidence Monitoring point.
Wherein, the step 1-2) in determine soil mass displacement at the deep layer monitoring point wiring path distribution method be make it is overhead
The vertical line of high-speed rail bridge base center and supporting pile driving construction line lays soil mass displacement at the deep layer in this vertical line route interval set distance
Monitoring point, the influence that vertical line is most short therefore supporting pile driving construction is along this vertical-path to overhead high-speed rail between point and line is maximum, herein
Soil mass displacement at the deep layer monitoring point is laid every set distance in vertical line path, the setting being spaced between the Ground Subsidence Monitoring point away from
It is determined from by the stake diameter of support pile, to accurately reflect soil movement feature on the path, which is set as 1.0 times of drilling
Grout pile diameter (spacing can high-speed rail overhead according to cast-in-situ bored pile proximity the case where and construction condition adjustment, but adjust model
Enclose the stake diameter no more than half times)；
The step 1-3) in determine Ground Subsidence Monitoring point wiring path distribution method be along overhead high-speed rail bridge base
Surface subsidence prison is laid by starting point interval set distance of support pile outer edge in the vertical line path at plinth center and supporting pile driving construction line
Measuring point.
Further, the step 1-1) in benchmark be laid in support pile construction infection distance except, support pile is applied
Work, which influences distance, to be determined by support pile construction depth, influence the support pile construction depth that distance is no more than 3 times, while also wanting
The influence for avoiding non-drilled filling pile construction guarantees its more stable and stronger, makes every effort to that intervisibility is good, and distance is no more than 100m to protect
Monitoring accuracy is demonstrate,proved, must not be less than by laying number by three, to form level-control net.
The Ground Subsidence Monitoring point wiring path is identical as soil mass displacement at the deep layer layout of the monitoring points path, surface subsidence prison
Between the distance between adjacent two monitoring point of measuring point wiring path and two monitoring point of soil mass displacement at the deep layer layout of the monitoring points path
The difference of distance is 5~10cm.The adjacent monitoring point institute of the two cannot be identical every set distance, otherwise Ground Subsidence Monitoring point
It is Chong Die at earth's surface with soil mass displacement at the deep layer monitoring point, but the two range difference is smaller, it is deep to the soil body on support pile certain distance
The monitoring of layer horizontal displacement and surface subsidence is more easy to united analysis, therefore the two range difference is set as 5~10cm.
Further, the specific implementation method of the step 2) is as follows:
2-1) the pre-buried inclinometer pipe at the soil mass displacement at the deep layer monitoring point, when monitoring in inclinometer pipe with inclinometer every
0.5m (general soil depth is greater than 1m, and the displacement data that once can be obtained different depth different soil is surveyed every 0.5m) carries out deep
Layer soil body displacement monitoring obtains the change in displacement value of measured point different depth.
Alternatively, the inclinometer is connect with controller, controller is connect with alarm.
Level 2-2) is arranged in the benchmark, digs into ground set depth in Ground Subsidence Monitoring point selection
Round end reinforcing bar as settlement monitoring when observation object, to reflect that overhead high-speed rail foundation platform settles situation, the round end reinforcing bar
The set depth dug into buried depth identical as overhead high-speed rail bridge basis；
Further, determine bored pile construction process on the range for closing on soil displacement field influence in the step 3)
And size and determine its influence to overhead high-speed rail bridge basis the specific method is as follows:
Each settlement monitoring point data 3-1) is compiled, draws surface subsidence-away from cast-in-situ bored pile distance Curve figure；
Each soil mass displacement at the deep layer data of monitoring point 3-2) is compiled, draws soil mass displacement at the deep layer-away from drill-pouring pilespacing
From curve graph；
3-3) being established during bored pile construction according to the above curve graph influences maximum to overhead high iron base along it
Land movement table on path, specifying bored pile construction influences to further determine in the soil body along the propagation law in path
Bored pile construction process is on the range and size for closing on soil displacement field influence and determines it to overhead high-speed rail bridge basis
Influence.
Further, the step 4) is according to the influence of bored pile construction effect obtained by Analysis on monitoring data to construction
Square early warning and guides subsequent construction, and the specific method is as follows:
4-1) determine construction pre-warning content: early warning include the sedimentation of overhead high iron base, adjacent overhead high iron base it is heavy
The sidesway of poor, overhead high iron base drops；
Most main road 4-2) is influenced on overhead high iron base along it according to during gained bored pile construction in step 3)
Land movement table on diameter determines bored pile construction process on the range and size for closing on soil displacement field influence, to brill
Hole pouring pile construction infection is prejudged, to instruct subsequent construction.
Compared with prior art, the beneficial effects of the present invention are:
1) under line provided by the invention pattern foundation pit supporting structure pile driving construction effect monitoring method, the analysis of monitoring data can establish
Along the soil displacement field to overhead high iron base biggest impact line during bored pile construction, shadow is determined as unit of stake diameter
Range is rung, this has most important theories meaning for the construction of nearly overhead high-speed rail foundation supporting stake (especially cast-in-situ bored pile), can
Important Project value is provided to overhead high-speed rail normal operation, proposes instruction for the construction of subsequent correlation engineering.
2) monitoring method of the present invention, application easy to spread can more fully play the effect of monitoring.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1: flow chart of the present invention；
Fig. 2: the horizontally disposed figure of monitoring point for displacement of the present invention；
Fig. 3: the present invention arranges sectional view along monitoring trace monitor.
Wherein: 1. overhead high-speed rail bridge bases, 2. overhead high-speed rail routes, 3. cast-in-situ bored piles, 4. soil mass displacement at the deep layer prison
Measuring point, 5. Ground Subsidence Monitoring points, 6. benchmarks, 7. round end reinforcing bars, 8. inclinometer pipes.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination.
As background technique is introduced, the deficiencies in the prior art, in order to solve technical problem as above, this Shen
It please propose the monitoring method of pattern foundation pit supporting structure pile driving construction effect under the overhead high iron wire of one kind.
In a kind of typical embodiment of the application, as shown in Figure 1, pattern foundation pit supporting structure pile driving construction under a kind of overhead high iron wire
The monitoring method of effect, includes the following steps:
1) monitoring scheme, including water are formulated according to the case where Construction Scheme of Bored Pile and its proximity overhead high iron base
The layout scheme of quasi- basic point, Ground Subsidence Monitoring point and soil mass displacement at the deep layer monitoring point, and construct；Pass through deep soil position
Move monitoring point be able to reflect during bored pile construction along on overhead high iron base biggest impact path different depth,
The horizontal displacement and variation tendency of different soil；The laying of vertical displacement monitoring point is able to reflect during bored pile construction
Change along to the surface subsidence on overhead high iron base biggest impact path；
2) monitoring is implemented according to the layout scheme that step 1) determines；
3) monitoring data are analyzed, determines that bored pile construction process closes on soil displacement field to cast-in-situ bored pile
The range and size of influence simultaneously determine its influence to overhead high-speed rail bridge basis；
4) construction party early warning is and guided according to the influence of bored pile construction effect obtained by Analysis on monitoring data subsequent
Construction.
As shown in Fig. 2, the specific setting steps of the step 1) are as follows:
1-1) lay water base on schedule 6；
1-2) determine the wiring path of soil mass displacement at the deep layer monitoring point 4.Make center and the drilling on overhead high-speed rail bridge basis 1
The vertical line of the construction line of bored concrete pile 3, vertical line is most short between point and line, therefore cast-in-situ bored pile 3 is constructed along this vertical-path to overhead
The influence on high-speed rail route 2 and basis 1 is maximum.Using 3 outer edge of cast-in-situ bored pile as starting point, every a spacing on this vertical line path
From soil mass displacement at the deep layer monitoring point 4 is laid, which is set as 1.0 times of 3 diameter d of cast-in-situ bored pile.In overhead high-speed rail bridge base
Near plinth, it is limited to have fine tuning between laying condition；
1-3) determine the wiring path of Ground Subsidence Monitoring point 5.The equally center on overhead high-speed rail bridge basis 1 and drilling
Surface subsidence prison is laid every set distance using 3 outer edge of cast-in-situ bored pile as starting point in the vertical line path of the construction line of bored concrete pile 3
Measuring point 5, the spacing are set as 1.0 times of 3 diameter of cast-in-situ bored pile, slightly have gap control with soil mass displacement at the deep layer monitoring point spacing and exist
5~10cm, layout of the monitoring points may extend to overhead high-speed rail foundation platform face.
Wherein, benchmark 6 is laid in except support pile construction infection distance L, according to drilled pile construction depth H, shadow
It rings range L and takes 3 times of bored pile construction depth H, while also to avoid the influence of non-drilled filling pile construction, guarantee its heavily fortified point
Gu stablizing, it is good to make every effort to intervisibility, and distance guarantees monitoring accuracy no more than 100m, and must not be less than by laying number by three, with
Just level-control net is formed, finally benchmark is inspected periodically.
As shown in figure 3, the step 2) is according to the layout scheme implementation monitoring that step 1) determines, the specific method is as follows:
Pre-buried inclinometer pipe 8 2-1) is distinguished at soil mass displacement at the deep layer monitoring point 4, and uses inclinometer in deviational survey in monitoring
A measured value is carried out every 0.5m in pipe 8.
In embedded inclinometer pipe 8, should be noted:
1, inclinometer pipe quality is checked before burying, it is smooth that inclinometer pipe guarantees that upper and lower guide groove is mutually aligned when connecting, and joint is close
Envelope processing pays attention to the capping for guaranteeing nozzle；
2, deviational survey length of tube should be more longer than cast-in-situ bored pile, guarantees that it has enough fathom；
3, inclinometer pipe is kept vertically without torsion when burying.
Inclinometer respectively has a pair of of pulley, upper and lower wheelspan 500mm, its working principle is that remaining using gravity pendulum up and down
The property of vertical direction, measures the inclination angle between instrument central axes and pendulum vertical line, the variation at inclination angle can be converted by electric signal and
, so as to know the change in displacement value Δ L of measured structure.
The inclinometer is connect with controller, and controller is connect with alarm.
2-2) Ground Subsidence Monitoring point 5 digs into the round end reinforcing bar 7 of long diameter 30mm respectively, and chiseling depth is iron-based with overhead height
Plinth cushion cap buried depth, the exposed height of earth's surface take 90cm or so, are easy to level observation；
Lay level at benchmark 6, level monitoring with second level settlement monitoring precision (error in observation point survey station≤
0.5mm) carry out testing, forms the Level monitoring control net of deformation monitoring.Each Ground Subsidence Monitoring point is measured before filling pile construction
Initial elevation H0, the elevation measured during pouring pile hole is Hc, then height difference, that is, surface subsidence Δ H size is Hc-H0。
Determine bored pile construction process on the range and size of closing on soil displacement field influence and determination in step 3)
Its influence to overhead high-speed rail bridge basis, i.e. cast-in-situ bored pile 3 construction effects, the specific method is as follows:
Each settlement monitoring point data 3-1) is compiled, draws surface subsidence-away from cast-in-situ bored pile distance Curve figure；
Each soil mass displacement at the deep layer data of monitoring point 3-2) is compiled, draws soil mass displacement at the deep layer-away from drill-pouring pilespacing
From curve graph；
3-3) being established during bored pile construction according to the above curve graph influences maximum to overhead high iron base along it
Land movement table on path, specifying bored pile construction influences in the soil body along the propagation law in a certain path, further
Bored pile construction process is determined on the range and size for closing on soil displacement field influence and determines it to overhead high-speed rail bridge
The influence on basis.
Bored pile construction process influences the land movement table on maximum path on overhead high iron base
Further, the step 4) is according to the influence of bored pile construction effect obtained by Analysis on monitoring data to construction
Square early warning and guides subsequent construction, and the specific method is as follows:
4-1) determine construction pre-warning content and early warning value: early warning includes the sedimentation of overhead high iron base, adjacent overhead high-speed rail
The sidesway of basic differential settlement, overhead high iron base；
4-2) according to gained bored pile construction process in step 3) on the range of closing on soil displacement field influence and big
It is small, bored pile construction influence is prejudged, to instruct subsequent construction.
Wherein 4-1) described in overhead high iron base be settled into the ground extended in foundation platform face in land movement table
Face settlement monitoring point (away from cast-in-situ bored pile 8d) institute measured data, adjacent high the surveyed foundation settlement difference of iron base of same route are phase
Adjacent overhead high-speed rail foundation settlement is poor, and the sidesway of overhead high iron base is apart from the overhead high nearest soil mass displacement at the deep layer monitoring of iron base
Point (away from cast-in-situ bored pile 7d) institute measured data.According to high-speed rail route design specification, when surveyed overhead high iron base maximum settlement is super
20mm is crossed, the differential settlement of adjacent overhead high iron base is more than 5mm, and the maximal displacement of overhead high iron base is more than(l is
Overhead high-speed rail bridge span, unit m) need to carry out overhead unit in charge of construction's early warning when institute's measured value is more than the 70% of limit value
High-speed rail strengthening of foundation work.
Wherein 4-2) described in instruct the specific implementation method of subsequent construction as follows:
The land movement table on maximum path is influenced on overhead high iron base by bored pile construction process, it is known that 0
The misalignment of the soil body within the scope of~7d, the misalignment can show under the conditions of the engineering soil property, bored pile construction
The affecting laws that the affecting laws of effect, i.e. drill-pouring are constructed to surrounding soil displacement field, instruct subsequent construction with this, to brill
The size that hole pouring pile subsequent construction influences remaining overhead high iron base makes anticipation.It can reinforce being in as early as possible so relatively hazardous
The overhead high iron base of position, and can monitoring to Dangerous Place easily occur and being more directed to.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any to repair
Change, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
Claims (7)
1. the monitoring method of pattern foundation pit supporting structure pile driving construction effect under a kind of overhead high iron wire, which comprises the steps of:
1) monitoring scheme, including level base are formulated according to the situation on support pile arrangement and method for construction and its overhead high-speed rail bridge basis of proximity
The layout scheme of point, Ground Subsidence Monitoring point and soil mass displacement at the deep layer monitoring point, and construct；
The specific setting steps of step 1) are as follows:
1-1) lay benchmark；
1-2) determine the wiring path of soil mass displacement at the deep layer monitoring point；Determine the cloth of the wiring path of soil mass displacement at the deep layer monitoring point
Equipment, method is the vertical line for making overhead high-speed rail bridge base center Yu supporting pile driving construction line, in this vertical line route interval set distance cloth
If soil mass displacement at the deep layer monitoring point；
1-3) determine Ground Subsidence Monitoring point wiring path；The distribution method for determining Ground Subsidence Monitoring point wiring path is along height
The vertical line path of frame high-speed rail bridge base center and supporting pile driving construction line, using support pile outer edge as starting point interval set distance cloth
If Ground Subsidence Monitoring point；
2) monitoring is implemented according to the layout scheme that step 1) determines；
3) monitoring data are analyzed, determine support pile work progress on support pile close on soil displacement field influence range and
Size simultaneously determines its influence to overhead high-speed rail bridge basis, that is, determines the influence of supporting pile driving construction effect；
4) subsequent construction is and guided to construction party early warning according to the influence of supporting pile driving construction effect obtained by Analysis on monitoring data.
2. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
Be, the step 1-1) in benchmark be laid in support pile construction infection distance except, support pile construction infection distance can
It is determined by support pile construction depth, influences the support pile construction depth that distance is no more than 3 times.
3. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
It is, the set distance being spaced between the Ground Subsidence Monitoring point is determined by the stake diameter of support pile.
4. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
It is, the Ground Subsidence Monitoring point wiring path is identical as soil mass displacement at the deep layer layout of the monitoring points path, Ground Subsidence Monitoring
Between two monitoring points adjacent with soil mass displacement at the deep layer layout of the monitoring points path of the distance between adjacent two monitoring point of point wiring path
Range difference be 5~10cm.
5. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
It is, the specific implementation method of the step 2) is as follows:
2-1) the pre-buried inclinometer pipe at the soil mass displacement at the deep layer monitoring point, when monitoring in inclinometer pipe with inclinometer every 0.5m
Soil mass displacement at the deep layer monitoring is carried out, the change in displacement value of measured point different depth is obtained；
Alternatively, the inclinometer is connect with controller, controller is connect with alarm；
Level 2-2) is arranged in the benchmark, and the circle for digging into ground set depth is selected in the Ground Subsidence Monitoring point
Observation object when head reinforcing bar is as settlement monitoring.
6. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
It is, determines that support pile work progress closes on the range and size and true of soil displacement field influence on support pile in the step 3)
The specific method is as follows for its fixed influence to overhead high-speed rail bridge basis:
Each settlement monitoring point data 3-1) is compiled, draws surface subsidence-away from support pile distance Curve figure；
Each soil mass displacement at the deep layer data of monitoring point 3-2) is compiled, draws soil mass displacement at the deep layer-away from support pile distance Curve
Figure；
3-3) being established in support pile work progress according to the above curve graph influences on maximum path overhead high iron base along it
Land movement table specifies support pile construction infection in the soil body along the propagation law in path, further determines supporting pile driving construction mistake
Journey closes on the range and size and its determining influence to overhead high-speed rail bridge basis that soil displacement field influences on support pile.
7. the monitoring method of pattern foundation pit supporting structure pile driving construction effect, feature under the overhead high iron wire of one kind according to claim 1
It is, the step 4) and guides construction party early warning according to the influence of bored pile construction effect obtained by Analysis on monitoring data
Specific step is as follows for subsequent construction:
4-1) determine construction pre-warning content: early warning include the sedimentation of overhead high iron base, adjacent overhead high iron base differential settlement,
The sidesway of overhead high iron base；
4-2) according to the soil influenced along it on overhead high iron base in the middle gained support pile work progress of step 3) on maximum path
Body offset table determines the influence of pattern foundation pit supporting structure pile driving construction effect, prejudges to subsequent support pile construction infection, after instructing
Continuous construction.
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| CN112554247A (en) * | 2020-12-09 | 2021-03-26 | 中铁二十局集团第六工程有限公司 | Foundation pit monitoring system |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102628281A (en) * | 2012-04-10 | 2012-08-08 | 长沙理工大学 | Horizontal displacement monitoring method for measuring point in foundation pit engineering |
| CN102943459A (en) * | 2012-12-04 | 2013-02-27 | 中铁二十一局集团有限公司 | Remote smart monitoring and three-dimensional early warning method and system for deformation stability of deep foundation pit |
| CN104879169A (en) * | 2015-05-18 | 2015-09-02 | 广州市建设工程质量安全检测中心 | Underground engineering and deep foundation pit unattended real-time monitoring early warning system and working method thereof |
| CN106759542A (en) * | 2016-12-26 | 2017-05-31 | 湖北工业大学 | The deformation monitoring of deep basal pit and the method for Deformation Prediction |
| CN107023043A (en) * | 2017-05-26 | 2017-08-08 | 中国十七冶集团有限公司 | A kind of deep foundation pit supporting construction monitoring and pre-alarming method |
| CN107034932A (en) * | 2017-06-13 | 2017-08-11 | 南通四建集团有限公司 | A kind of work progress foundation pit deformation monitoring based on BIM, early warning platform |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5815246B2 (en) * | 2011-02-02 | 2015-11-17 | 東海旅客鉄道株式会社 | Soil slope structure and water saturation determination method |
-
2018
- 2018-01-26 CN CN201810077227.4A patent/CN108316364B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102628281A (en) * | 2012-04-10 | 2012-08-08 | 长沙理工大学 | Horizontal displacement monitoring method for measuring point in foundation pit engineering |
| CN102943459A (en) * | 2012-12-04 | 2013-02-27 | 中铁二十一局集团有限公司 | Remote smart monitoring and three-dimensional early warning method and system for deformation stability of deep foundation pit |
| CN104879169A (en) * | 2015-05-18 | 2015-09-02 | 广州市建设工程质量安全检测中心 | Underground engineering and deep foundation pit unattended real-time monitoring early warning system and working method thereof |
| CN106759542A (en) * | 2016-12-26 | 2017-05-31 | 湖北工业大学 | The deformation monitoring of deep basal pit and the method for Deformation Prediction |
| CN107023043A (en) * | 2017-05-26 | 2017-08-08 | 中国十七冶集团有限公司 | A kind of deep foundation pit supporting construction monitoring and pre-alarming method |
| CN107034932A (en) * | 2017-06-13 | 2017-08-11 | 南通四建集团有限公司 | A kind of work progress foundation pit deformation monitoring based on BIM, early warning platform |
Non-Patent Citations (1)
| Title |
|---|
| "某大厦深基坑支护工程设计实例";卓志飞等;《岩土工程学报》;20121130;第687-691 * |
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