CN106403858B - A kind of superaltitude large cantilever steel platform tip deflection monitoring method - Google Patents
A kind of superaltitude large cantilever steel platform tip deflection monitoring method Download PDFInfo
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- CN106403858B CN106403858B CN201610763785.7A CN201610763785A CN106403858B CN 106403858 B CN106403858 B CN 106403858B CN 201610763785 A CN201610763785 A CN 201610763785A CN 106403858 B CN106403858 B CN 106403858B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B17/00—Measuring arrangements characterised by the use of infrasonic, sonic or ultrasonic vibrations
- G01B17/04—Measuring arrangements characterised by the use of infrasonic, sonic or ultrasonic vibrations for measuring the deformation in a solid, e.g. by vibrating string
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Abstract
The invention discloses a kind of superaltitude large cantilever steel platform tip deflection monitoring method, step includes：FEM Simulation, installation monitoring device and the amount of deflection calculating for overhanging end.The overhanging steel platform deflection monitoring method can improve the accuracy monitored to end deflection metrology, improve monitoring efficiency, reduce manpower consumption, have preferable application prospect.
Description
Technical field
The present invention relates to a kind of deflection monitoring method, especially one kind being directed to superaltitude large cantilever steel platform tip deflection
Monitoring method.
Background technology
With the development of national economy, miscellaneous high-rise, high-rise building emerges one after another, and suspended structure at high altitude is not
It is an example.Cantilevered structure primary structure form has steel construction, steel-concrete combined structure and prestressed reinforced concrete construction.For
The two structure type needs an operating platform to set up scaffold, high-supported formwork, assembling reinforcement and pour thereunder afterwards
Concrete, while taking into account security protection.The degree of reliability of this platform is directly related to the safety of cantilevered structure work progress thereon,
Therefore need to grasp the correlated condition parameter of this platform in real time, carry out monitoring analysis and early warning work.
The previous Structural Engineering for having similar overhanging, monitoring means often utilize spirit level or total powerstation, need
People goes to steel platform end to establish scale as measuring basis, while also having a people to establish another scale in floor, by two scales
Numerical value makes the difference to obtain steel platform tip deflection.The method is limited to the precision of measuring instrument, while people being needed to go to high-altitude overhanging
Steel platform end has certain danger, and there are engineering safety hidden danger.
Invention content
Goal of the invention：There is provided a kind of can overhang the method that monitors in real time of steel platform amount of deflection to high-altitude overlength.
Technical solution：Superaltitude large cantilever steel platform tip deflection monitoring method of the present invention, includes the following steps：
Step 1, FEM Simulation divides the work progress for overhanging steel platform by the construction stage, and utilizes
The amount of deflection that each English truss overhanging end of steel platform is overhang in FEM Simulation each stage, is scratched to select simulation
Spend maximum emphasis monitoring English truss；
Step 2, monitoring device is installed, setting surface in interval is answered on the top boom and lower boom that emphasis monitors English truss
Become meter, the strain value for measuring each monitoring section；
Step 3, the amount of deflection for overhanging end calculates, and overhanging steel platform is calculated current using the strain value of each monitoring section
The length value of top boom and lower boom under load calculates the amount of deflection of overhanging end in conjunction with original length value.
Emphasis can be found out using FEM Simulation and monitor English truss, data monitoring amount is effectively reduced, reduce prison
Cost is surveyed, monitoring efficiency is improved；Overhanging steel platform will not be impacted using the monitoring of surface strain meter, without as often
Rule method need to manually go to overhanging end to establish scale like that, it is ensured that construction safety；It can be effective using sectional monitoring strain value
Improve monitoring accuracy.
As a further limited solution of the present invention, in step 1, the work progress for overhanging steel platform is divided into three ranks altogether
Section, respectively overhangs steel platform itself component installation is complete that the stage, floor steel construction completes the stage and cantilevered structure has poured
At the stage.Since the construction of cantilevered structure is divided into multiple stages, dead load, mobile load and construction loads are not disposably to be applied to
Maximum value is simulated to reach the response of simulation steel platform entire construction stage so will calculate load and be divided into three phases.
As a further limited solution of the present invention, in step 2, surface strain is calculated as type vibration wire surface strain meter, frequency measurement
Ranging from 500~6000Hz, least count range are 0.1Hz.
As a further limited solution of the present invention, in step 3, overhang end deflectometer calculate the specific steps are：
Step 3.1, the mathematic(al) structure model for establishing English truss sets the installation point of top boom as origin O1, lower edge
The installation point of bar is origin O2, and the original length of top boom is R11, and the original length of lower boom is R21, the stretching pressure of top boom
Length is R12 after contracting, and it is 0 that length, which is the abscissa of R22, origin O1 and origin O2, after the Compression and Expansion of lower boom, longitudinally away from
From for l；
Step 3.2, coordinate after the Compression and Expansion of calculating overhanging end, overhanging end is that top boom and lower boom are at an acute angle
Abscissa and ordinate after endpoint location Compression and Expansion are calculated by two circle intersecting point coordinates and is distinguished for the endpoint location of docking
For：
In formula,liAnd li' it is respectively top boom
With the length of each monitoring section of lower boom, n is that segment number is monitored on top boom, and m is to monitor segment number, ε on lower boomiTo wind up
The strain value of i-th section of monitoring of bar, εi' it is i-th section of strain value monitored of lower boom；
Step 3.3, the amount of deflection for calculating overhanging end, since the original coordinates of overhanging end are (R11, 0), then according in real time
The amount of deflection that the strain value of acquisition calculates overhanging end is：
Compared with prior art, the present invention advantage is：(1) use FEM Simulation that can find out emphasis prison
English truss is surveyed, data monitoring amount is effectively reduced, reduces monitoring cost, improves monitoring efficiency；(2) surface strain meter is used to monitor
Will not to overhanging steel platform impact, without need to manually be gone to as conventional method overhanging end establish scale,
Ensure construction safety；(3) use sectional monitoring strain value that can effectively improve monitoring accuracy.
Description of the drawings
Fig. 1 is flow chart of the method for the present invention；
Fig. 2 is the mathematic(al) structure model schematic of the English truss of the present invention；
Fig. 3 is that the emphasis of the present invention monitors triangular truss structure schematic diagram；
Fig. 4 is that several monitoring point stress numericals change over time figure on the top boom of the present invention；
Fig. 5 is that several monitoring point stress numericals change over time figure on the lower boom of the present invention；
Fig. 6 is that the end vertical displacement of the present invention changes over time figure.
Specific implementation mode
Technical solution of the present invention is described in detail below in conjunction with the accompanying drawings, but protection scope of the present invention is not limited to
The embodiment.
Embodiment 1：
As shown in Figure 1, a kind of superaltitude large cantilever steel platform tip deflection monitoring method disclosed by the invention, including it is as follows
Step：
Step 1, FEM Simulation divides the work progress for overhanging steel platform by the construction stage, and utilizes
The amount of deflection that each English truss overhanging end of steel platform is overhang in FEM Simulation each stage, is scratched to select simulation
Spend maximum emphasis monitoring English truss；
Step 2, monitoring device is installed, setting surface in interval is answered on the top boom and lower boom that emphasis monitors English truss
Become meter, the strain value for measuring each monitoring section, as shown in figure 3, being arranged at intervals with 7 type vibration wire surfaces altogether on top boom
Strain gauge, respectively S-11~S-17 are arranged at intervals with 7 type vibration wire surface strain meters, respectively X-11 altogether on lower boom
~X-17 is also set up on the hound between top boom and lower boom there are one type vibration wire surface strain meter, is F-1；
Step 3, the amount of deflection for overhanging end calculates, and overhanging steel platform is calculated current using the strain value of each monitoring section
The length value of top boom and lower boom under load calculates the amount of deflection of overhanging end, specific steps in conjunction with original length value
For：
Step 3.1, the mathematic(al) structure model of English truss is established, as shown in Fig. 2, setting the installation point of top boom as original
The installation point of point O1, lower boom are origin O2, and the original length of top boom is R11, and the original length of lower boom is R21, is winded up
Length is R12 after the Compression and Expansion of bar, and length is R22 after the Compression and Expansion of lower boom, and origin O1 and the abscissa of origin O2 are equal
It is 0, fore-and-aft distance l, C1 are using O1 as center of circle R12For the circle of radius, i.e.,C2 is using O2 as center of circle R22It is half
The circle of diameter, i.e.,
Step 3.2, coordinate after the Compression and Expansion of calculating overhanging end, overhanging end is that top boom and lower boom are at an acute angle
Abscissa and ordinate after endpoint location Compression and Expansion are calculated by two circle intersecting point coordinates and is distinguished for the endpoint location of docking
For：
In formula,liAnd li' it is respectively top boom
With the length of each monitoring section of lower boom, n is to monitor segment number on top boom, and S-11~S-17 in as Fig. 3 this 7, m are
Segment number is monitored on lower boom, X-11~X-17 in as Fig. 3 this 7, εiFor the strain value of i-th section of monitoring of top boom, εi'
For the strain value of i-th section of monitoring of lower boom；
Step 3.3, the amount of deflection for calculating overhanging end, since the original coordinates of overhanging end are (R11, 0), then according in real time
The amount of deflection that the strain value of acquisition calculates overhanging end is：
The present invention has done two hypothesis when carrying out step 3 calculating：(1) Deformation Member is equal between upper and lower chord member node
Even, i.e. every section of deformation values are equal to the length that this section is multiplied by strain.(2) upper and lower chord member is only axially stretched or is compressed change
Shape, no flexural deformation.As shown in fig. 6, to pass through the calculated end displacement of monitoring result and time-varying relationship figure.
In order to reach the response of simulation steel platform entire construction stage, in step 1, used finite element software is
SAP2000, it is practical according to design drawing and scene, establish finite element model, wherein the panel point being connected with column use it is affixed,
The use that is connected with beam is hinged, steel yield strength and elasticity modulus according to material test result be respectively 365Mpa and 2.05 ×
106Mpa。
Divided working status modeling and load operation, simulate the internal force peace end position of entire each component of construction stage platform
It moves, while the internal force of each rod piece of each stage is obtained by finite element modelling and overhangs the amount of deflection of end, overhang applying for steel platform
Work process is divided into three phases altogether, respectively overhangs steel platform itself component installation is complete the stage, floor steel construction completes rank
Section and cantilevered structure pour the completion stage, specially：1) itself component such as steel truss, coupling beam, checkered steel plate installation is complete simultaneously
And the load stage after the completion of scaffold and erection；2) the load rank after the completion of floor steel construction, template and reinforcing bar binding
Section；3) load stage after the completion of cantilevered structure pours.
The internal force of each rod piece of each stage is obtained by finite element modelling and overhangs the amount of deflection of end.It can from result
Go out, each feasible value for calculating operating mode lower platform rod piece maximum stress strain value and being respectively less than rod piece, while entire platform maximum defluxion
Appear in the end at maximum overhanging end, and amount of deflection is also within the allowable range (l/250), that is, that Pin for needing emphasis to monitor is determined
English truss.
Surface strain meter employed in step 2 is furnished with the type vibration wire surface strain meter of wireless launcher, according to before
The result of finite element method (fem) analysis and the needs of subsequent arithmetic rule, in the type vibration wire surface strain of component corresponding position arrangement
Meter, the strain gauge are furnished with wireless launcher, facilitate data acquisition and summarize automatically.YBJ- is selected used herein of strain gauge
530 type vibration wire surface strain meters, stretching maximum value are 800 μ ε, and compression maximum value is 1200 μ ε.Readout instrument selects 609A vibratory strings
Frequency readings instrument, frequency measurement 500~6000Hz of range, least count range are 0.1Hz.Readout instrument digital display value unit is Hz, according to
Formula μ ε=K (fi2-fo2)+b (Ti-T0) obtain the strain value in measured zone, and in formula, what μ ε were that sensor generates micro- answering
Become；K is calibration coefficient；Fo is initial reading or zero reading, unit Hz；Fi is current reading, unit Hz；B is the temperature of sensor
Spend correction factor；Ti is Current Temperatures DEG C；T0 is initial temperature DEG C；Under normal conditions, temperature influences very vibrating string type sensor
It is small, therefore can not correct.As shown in Figures 4 and 5, the numerical value after the monitoring result conversion of respectively each type vibration wire surface strain meter
With the variation relation of time.
As described above, although the present invention has been indicated and described with reference to specific preferred embodiment, must not explain
For the limitation to invention itself.It without prejudice to the spirit and scope of the invention as defined in the appended claims, can be right
Various changes can be made in the form and details for it.
Claims (3)
1. a kind of superaltitude large cantilever steel platform tip deflection monitoring method, which is characterized in that include the following steps：
Step 1, FEM Simulation divides the work progress for overhanging steel platform by the construction stage, and utilizes limited
The amount of deflection that each English truss overhanging end of steel platform is overhang in first sunykatuib analysis each stage, to select simulation amount of deflection most
Big emphasis monitors English truss；
Step 2, monitoring device is installed, the interval setting surface strain on the top boom and lower boom that emphasis monitors English truss
Meter, the strain value for measuring each monitoring section；
Step 3, the amount of deflection for overhanging end calculates, and overhanging steel platform is calculated in current load using the strain value of each monitoring section
The length value of lower top boom and lower boom calculates the amount of deflection of overhanging end in conjunction with original length value；
In step 3, overhang end deflectometer calculate the specific steps are：
Step 3.1, the mathematic(al) structure model for establishing English truss, that is, set the installation point of top boom as origin O1, lower boom
Installation point is origin O2, and the original length of top boom is R11, and the original length of lower boom is R21, after the Compression and Expansion of top boom
Length is R12, and it is 0 that length, which is the abscissa of R22, origin O1 and origin O2, after the Compression and Expansion of lower boom, and fore-and-aft distance is
l；
Step 3.2, coordinate after the Compression and Expansion of calculating overhanging end, overhanging end is top boom and lower boom docking at an acute angle
Endpoint location, the abscissa after endpoint location Compression and Expansion is calculated by two circle intersecting point coordinates and ordinate is respectively：
In formula,liAnd li' be respectively top boom and under
The length of each monitoring section of chord member, n are that segment number is monitored on top boom, and m is to monitor segment number, ε on lower boomiFor top boom
The strain value of i sections of monitorings, εi' it is i-th section of strain value monitored of lower boom；
Step 3.3, the amount of deflection for calculating overhanging end, since the original coordinates of overhanging end are (R11, 0), then according to acquisition in real time
Strain value calculate overhanging end amount of deflection be：
2. superaltitude large cantilever steel platform tip deflection monitoring method according to claim 1, which is characterized in that step 1
In, the work progress for overhanging steel platform is divided into three phases altogether, respectively overhang steel platform itself component installation is complete the stage,
Floor steel construction completes the stage and cantilevered structure pours the completion stage.
3. superaltitude large cantilever steel platform tip deflection monitoring method according to claim 1 or 2, which is characterized in that step
In rapid 2, surface strain is calculated as type vibration wire surface strain meter, frequency measurement ranging from 500~6000Hz, and least count range is 0.1Hz.
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| CN110307955A (en) * | 2019-07-19 | 2019-10-08 | 中南大学 | Well hole car load bearing beam elasticity dynamic deflection measurement method and system based on multiple spot strain perception |
| CN111578984B (en) * | 2020-04-17 | 2022-07-29 | 中铁建工集团有限公司 | System for monitoring stress state of steel structure in full life cycle of station house in severe cold region |
| CN114000440A (en) * | 2021-12-13 | 2022-02-01 | 中铁一局集团有限公司 | Truss base installation cantilever structure device and method |
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