CN104132630A - Long-term deflection monitoring system and method for long-span bridge - Google Patents

Long-term deflection monitoring system and method for long-span bridge Download PDF

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Publication number
CN104132630A
CN104132630A CN201410400606.4A CN201410400606A CN104132630A CN 104132630 A CN104132630 A CN 104132630A CN 201410400606 A CN201410400606 A CN 201410400606A CN 104132630 A CN104132630 A CN 104132630A
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China
Prior art keywords
support bar
monitoring
measuring point
bridge
point
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CN201410400606.4A
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Chinese (zh)
Inventor
袁卓亚
石雄伟
柯亮亮
赵建勋
冯威
田黎明
许冰
杜进生
雷丹
苗建宝
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Xian Highway Research Institute
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Xian Highway Research Institute
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Priority to CN201410400606.4A priority Critical patent/CN104132630A/en
Publication of CN104132630A publication Critical patent/CN104132630A/en
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Abstract

The invention discloses a long-term deflection monitoring system and method for a long-span bridge. The monitoring system comprises a plurality of static level gages which are installed on a monitored bridge body through multiple installation frames, the monitored bridge body is a box girder, and the installation frames are installed at the bottom of a box girder top board; each installation frame comprises a triangular supporting frame and a supporting board which is installed on the triangular supporting frame and is adjustable in installation height, the triangular supporting frames are transversely arranged in the bridge direction, and the static level gages are installed on the corresponding supporting boards. The monitoring system is easy and convenient to install and arrange, influence from external environment is small, the monitoring precision is high, and the use effect is good. The monitoring method comprises the first step of determining measured points and selecting a datum point, the second step of installing the installation frames, the third step of installing the static level gages, and the fourth step of monitoring the deflection for a long term. The process of monitoring the deflection for a long term comprises the steps of obtaining the initial liquid level height, determining the monitoring time points of the deflection and monitoring the deflection. The monitoring method is simple in step, convenient to implement, good in use effect and capable of effectively monitoring the deflection of the bridge for a long term.

Description

Long-term Deflection monitoring system and monitoring method for a kind of Longspan Bridge
Technical field
The invention belongs to bridge deflection monitoring technical field, especially relate to Long-term Deflection monitoring system and monitoring method for a kind of Longspan Bridge.
Background technology
Labyrinth bridge is carried out in the processes such as long term monitoring, bridge special examined, all need the amount of deflection of bridge to carry out long-term fixed cycle monitoring, even need in some cases to carry out Real-Time Monitoring, and deflection monitoring accuracy requirement is higher, general conventional spirit-leveling instrument or the higher total powerstation of precision carry out deflection metrology, and Partial Bridges monitoring adopts static liquid level to monitor amount of deflection.Wherein, while measuring with spirit-leveling instrument or total powerstation, due to many-sided impacts such as climate, temperature, driving vehicle, safety factors, cause the precision of measurement and frequency to be had a greatly reduced quality, the Real-Time Monitoring of deflection of bridge span is more difficult.And existing common hydrostatic leveling process is as follows: at the bottom of beam or the bar planting of punchinging of beam coxostermum inwall, hydrostatic level is fixed on web, with this, measure the distortion of case web, and then estimate that the deflection value of adjacent top board measures the distortion of beam body with this.In actual use procedure, there are following serious shortcomings and deficiencies in above-mentioned existing hydrostatic leveling method: on the one hand, and at the bottom of monitoring device is laid in beam side or beam, be subject to natural environment influence large, maintenance cost is high, and need on web, punching, and can produce unnecessary destruction to box-beam structure; On the other hand, for longitudinal gradient at the bottom of the beams such as continuous rigid frame bridge compared with for large bridge, be difficult to be laid in the position suitable with beam body deformability position height, can only be according to the measured value of web or base plate, rough calculation goes out the amount of deflection of the indoor top board of different casees, and can not reflect the accurate amount of deflection at direction across bridge diverse location place on the crucial cross sections such as span centre, quartile.To sum up, existing flexiblity monitor system and monitoring method be difficult for to realize to bridge floor amount of deflection carry out accurately, fast, safety, convenience and Real-Time Monitoring.
Summary of the invention
Technical matters to be solved by this invention is for above-mentioned deficiency of the prior art, provide a kind of install lay easy, be subject to outside environmental impact Longspan Bridge Long-term Deflection monitoring system less and that monitoring accuracy is higher, result of use is good.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of Longspan Bridge Long-term Deflection monitoring system, it is characterized in that: comprise a plurality of hydrostatic levels, a plurality of described hydrostatic levels are all arranged on the Liang Tishang of monitored bridge by erecting frame, the beam body of institute's monitoring bridge is case beam; The quantity of described erecting frame be a plurality of and its quantity identical with the quantity of hydrostatic level, a plurality of described erecting frames are along the vertical bridge of institute's monitoring bridge to laying from front to back, a plurality of described erecting frames are all fixedly mounted on the top board bottom of described case beam; A plurality of described hydrostatic levels all join with data acquisition system (DAS), and a plurality of described hydrostatic level and described data acquisition system (DAS) composition static level monitoring system; The structure of a plurality of described erecting frames is all identical, described erecting frame comprises triangle support frame and is arranged on described triangle support frame and the adjustable back up pad of setting height(from bottom), described triangle support frame is laid along the direction across bridge of institute's monitoring bridge, and described hydrostatic level is arranged in back up pad; Described triangle support frame comprises the first support bar, be fixed on the second support bar of the first below, support bar one end and be connected in the first support bar other end and the second support bar lower end between inclined support bar, described the first support bar, the second support bar and inclined support bar are all laid on same plane, described the first support bar is flattened on the top board bottom of described case beam, described the second support bar is vertical laying with the first support bar, and described back up pad is parallel laying with the first support bar; Described the first support bar is fixed on the top board of described case beam by a plurality of expansion bolts.
Above-mentioned a kind of Longspan Bridge Long-term Deflection monitoring system, is characterized in that: between the storage liquid container of a plurality of described hydrostatic levels, by being interconnected communicating pipe, the setting height(from bottom) of a plurality of described hydrostatic levels is all identical.
Above-mentioned a kind of Longspan Bridge Long-term Deflection monitoring system, is characterized in that: described the first support bar, the second support bar and inclined support bar are shaped steel; On described the first support bar, have a plurality of bolt mounting holes of installing for expansion bolt respectively, one end of described the first support bar is fixedly connected with the upper end of the second support bar, and the two ends of described inclined support bar are fixedly connected with the lower end of the second support bar with the other end of the first support bar respectively; Described inclined support bar is positioned at a side of the second support bar, and described back up pad is positioned at the opposite side of inclined support bar and it is arranged on inclined support bar bottom, and described back up pad is laid along the direction across bridge of institute's monitoring bridge; Between described the first support bar and the second support bar and between described inclined support bar and the first support bar and the second support bar, all with welding manner, be fixedly connected with.
Above-mentioned a kind of Longspan Bridge Long-term Deflection monitoring system, it is characterized in that: the quantity of triangle support frame described in described erecting frame is a plurality of, the structure of a plurality of described triangle support frames and size all identical and its vertical bridge along institute's monitoring bridge to laying from front to back, a plurality of described triangle support frames are parallel laying, between adjacent two the described triangle support frames in front and back, all by a plurality of web members, connect; In described erecting frame, the quantity of back up pad is one, described back up pad is arranged on the second support bar of a plurality of described triangle support frames, the second support bar of a plurality of described triangle support frames is all laid on same plane, and on the second support bar of a plurality of described triangle support frames, all has the mounting hole of installing for back up pad; A plurality of described web members are connected between the second support bar of adjacent two the described triangle support frames in front and back, and a plurality of described web member is from top to bottom laid.
Above-mentioned a kind of Longspan Bridge Long-term Deflection monitoring system, it is characterized in that: described the first support bar is laid along the direction across bridge of institute's monitoring bridge, described the first support bar and the second support bar are angle steel, the both sides of described the first support bar are respectively the first right-angle side and the second right-angle side, and the both sides of the second support bar are respectively the 3rd right-angle side and the 4th right-angle side; Described the first right-angle side is flattened on the top board bottom of described case beam, described the 3rd right-angle side upper flat is attached on the inwall of described the second right-angle side and described the 3rd right-angle side top is fixedly connected with the inwall of described the second right-angle side, and the top of described the second support bar is fixed on the bottom surface of described the first right-angle side.
Above-mentioned a kind of Longspan Bridge Long-term Deflection monitoring system, it is characterized in that: the xsect of described back up pad is L shaped, described back up pad comprises the first installing plate being arranged on the second support bar and is laid in the second installing plate of the hydrostatic level installation of described the first installing plate upper outside and confession; Described the first installing plate connects as one with the second installing plate and the two is vertical laying, and described hydrostatic level is arranged on described the second installing plate by a plurality of the first coupling bolts; Described the first installing plate is arranged on the second support bar by a plurality of the second coupling bolts, on described the second support bar, have the strip mounting hole that a confession the second coupling bolt is installed, on described the first installing plate, have the circular mounting hole of installing for the second coupling bolt.
Meanwhile, the invention also discloses the Longspan Bridge Long-term Deflection monitoring method that a kind of method step is simple, realization is convenient, result of use is good and can carry out for a long time deflection of bridge span, effectively monitor, it is characterized in that the method comprises the following steps:
Step 1, measuring point are determined and reference point is selected: a plurality of measuring points that need on the beam body of monitored bridge to carry out deflection monitoring are determined, and from determined a plurality of measuring points, chosen a measuring point as reference point; The beam body of institute's monitoring bridge is case beam; The quantity of a plurality of described measuring points is N, N described measuring point be respectively measuring point 1, measuring point 2 ..., measuring point N, wherein N is positive integer and N >=2; Described reference point is measuring point i, and wherein i is positive integer and 1≤i≤N;
Step 2, erecting frame are installed: an erecting frame is installed respectively on a determined N measuring point in step 1, and N described erecting frame is all fixedly mounted on the top board bottom of described case beam;
Step 3, hydrostatic level are installed: in step 2, in the back up pad of the N of installation described erecting frame, a hydrostatic level is installed respectively, and by communicating pipe the storage liquid container of installed a N hydrostatic level being interconnected, N described hydrostatic level all joins with described data acquisition system (DAS); N described hydrostatic level is arranged on N described measuring point by an erecting frame respectively;
Step 4, Long-term Deflection monitoring, process is as follows:
Step 401, initial liquid level obtain: in step 3, after N the equal installation of described hydrostatic level, initial liquid level N described hydrostatic level being tested out by described data acquisition system (DAS) gathers and record; The initial liquid level that the individual described hydrostatic level of N tests out is denoted as respectively h 01, h 02..., h 0N;
Step 402, deflection monitoring time point are determined: after in step 401, initial liquid level obtains, according to deflection monitoring cycle or the deflection monitoring frequency of design in advance, and in conjunction with time limit of the bridge deflection monitoring phase of monitoring, to described deflection monitoring in the phase all deflection monitoring time points of institute's monitoring bridge determine; In the described deflection monitoring phase, the deflection monitoring time point total quantity of institute's monitoring bridge is n, and n described deflection monitoring time point is denoted as respectively t 1, t 2..., t n; Wherein, n is positive integer and n>=3;
Step 403, deflection monitoring: in institute's monitoring bridge use procedure, according to determined deflection monitoring time point in step 402, by first to rear, monitored bridge being tested at the deflection data of each deflection monitoring time point, and the deflection data that test is drawn carries out synchronous recording; Wherein, in the described deflection monitoring phase, institute's monitoring bridge is all identical in the deflection data method of testing of each deflection monitoring time point; To any deflection monitoring time point t kdeflection data while testing, process is as follows:
Step 4031, current liquid level obtain: by described data acquisition system (DAS), the liquid level that under current state, a plurality of described hydrostatic levels test out is gathered and record, the liquid level that now the individual described hydrostatic level of N tests out is denoted as respectively h k1, h k2..., h kN; Wherein, k be positive integer and k=1,2 ..., n;
The relative perpendicular displacement of step 4032, each measuring point is determined: the liquid level testing out according to a plurality of described hydrostatic level recording in step 4031, and the N recording in integrating step 401 the initial liquid level that described hydrostatic level tests out, the perpendicular displacement amount of N under current state measuring point relative datum point is determined;
The perpendicular displacement amount of N measuring point relative datum point determines that method is all identical, when the perpendicular displacement amount of any measuring point j relative datum point in N measuring point is determined, according to formula h ji (k)=(h kj-h ki)-(h 0j-h 0i), calculate the perpendicular displacement amount h of measuring point j relative datum point under current state ji (k); Under current state, the perpendicular displacement amount of N measuring point relative datum point is denoted as respectively h 1i (k), h 2i (k), h ni (k);
Step 4033, deflection data record: the perpendicular displacement amount to N measuring point relative datum point under determined current state in step 4032 is carried out record, and under current state, the perpendicular displacement amount of N measuring point relative datum point is that institute's monitoring bridge is at deflection monitoring time point t kdeflection data.
Said method, is characterized in that: in step 1, to after needing to carry out a plurality of measuring points of deflection monitoring on the beam body of monitored bridge and determining, also need the position of a determined N measuring point to measure, and measurement result is carried out to record; N described measuring point laid from front to back along the central axis of described case beam;
In step 4032, under current state, the perpendicular displacement amount of N measuring point relative datum point is the settling amount of N measuring point relative datum point under current state, and the perpendicular displacement amount of each measuring point relative datum point is the displacement on vertical direction;
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, also need, according to the installation position of N the measuring point of measuring, to calculate the tilt variation amount of N measuring point relative datum point under current state; Before the tilt variation amount of N under current state measuring point relative datum point is calculated, first according to the position measurements of N measuring point, horizontal range between N measuring point and reference point is calculated respectively, and wherein the horizontal range between measuring point j and reference point is denoted as l ji;
The tilt variation amount computing method of N measuring point relative datum point are all identical, when the tilt variation amount of any measuring point j relative datum point in N measuring point is calculated, according to formula calculate the tilt variation amount α of measuring point j relative datum point under current state ji (k); Under current state, the tilt variation amount of N measuring point relative datum point is denoted as respectively α 1i (k), α 2i (k), α ni (k).
Said method, it is characterized in that: while carrying out hydrostatic level installation in step 3, the storage liquid container that is arranged on the hydrostatic level on described reference point joins by connecting pipe and the fixing liquid storage container of setting height(from bottom), and liquid level detecting unit is installed in described liquid storage container;
In step 401, carry out initial liquid level while obtaining, also need the initial liquid level that now described liquid level detecting unit detects to carry out record, the initial liquid level that described liquid level detecting unit detects is denoted as H 0;
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, the initial liquid level H detecting according to recorded described liquid level detecting unit 0with the liquid level H that under current state, described liquid level detecting unit detects k, the perpendicular displacement amount of the measuring point of N under current state is determined;
The perpendicular displacement amount of N measuring point determines that method is all identical, when the perpendicular displacement amount of any measuring point j in N measuring point is determined, according to formula H j (k)=h ji (k)+ (H k-H 0), calculate the perpendicular displacement amount H of measuring point j under current state j (k); Under current state, the perpendicular displacement amount of N measuring point is denoted as respectively H 1 (k), H 2 (k)..., H n (k).
Said method, is characterized in that: while carrying out hydrostatic level installation in step 3, by adjusting up and down the back up pad on erecting frame, the setting height(from bottom) of installed hydrostatic level is adjusted;
In step 3, after hydrostatic level installation, the setting height(from bottom) of N described hydrostatic level is all identical;
In step 401, carry out initial liquid level obtain with step 4031 in carry out current liquid level while obtaining, all in step 3, in the storage liquid container of the N that installs hydrostatic level after liquid level stabilizing, by described data acquisition system (DAS), gather and record;
In step 401, carry out initial liquid level while obtaining, after liquid level in the storage liquid container of N in step 3 the equal installation of described hydrostatic level and N hydrostatic level is all stable, first the liquid level sensor that fills in the storage liquid container of N hydrostatic level is returned to zero; The initial liquid level that in step 401, the individual described hydrostatic level of N tests out is zero.
The present invention compared with prior art has the following advantages:
1, the Long-term Deflection monitoring system that adopts simple in structure, reasonable in design and install lay convenient, input cost is lower.
2, the erecting frame that adopts is simple in structure, reasonable in design and processing and fabricating is easy, and erecting frame can realize batch production batch production, thereby machining precision is easy to guarantee, processing cost is lower.
3, because erecting frame has been prefabricated in the factory, thereby can significantly reduce set-up time of on-the-spot hydrostatic level, and because erecting frame crudy is good, the installation accuracy of hydrostatic level also can effectively guarantee, installation process is easy, quick.
4, by erecting frame, hydrostatic level is arranged on to case beam inner, thereby the testing process of hydrostatic level is subject to outside environmental impact less, accuracy of detection is higher, long service life, maintenance cost is lower and result of use is good, suitable long-time use.
5, erecting frame is assembled by a plurality of triangle support frames, triangle support frame Stability Analysis of Structures and fixed, thereby erecting frame can be with monitored bridge deform in same pace, thereby can further guarantee bridge deflection monitoring precision.In addition, between a plurality of triangle support frames, by multiple tracks ribbed stiffener lath, connect, be convenient to batch production and produce, Assembling, can effectively guarantee crudy and the permanance of erecting frame.
6, between erecting frame and institute's monitoring bridge, by expansion bolt, be fixed, not only fixed, and also disassembly process is easy, quick, can not produce unnecessary destruction to box-beam structure simultaneously.In addition, between hydrostatic level and erecting frame, by coupling bolt, be fixed, thereby convenient fixing and good fixing effect, time saving and energy saving.
7, erecting frame can repeatedly be used, cost-saving.
8, can the processing dimension of erecting frame be adjusted according to the variation of the longitudinal gradient of case beam and setting height(from bottom), like this can be easy, effectively guarantee that a plurality of hydrostatic levels can be arranged on sustained height place, guarantee bridge deflection monitoring precision.
9, by adjusting up and down back up pad, can carry out accurate adjustment to the setting height(from bottom) of hydrostatic level, thus can be easy, the installation accuracy of effectively adjusting each hydrostatic level, guarantee deflection monitoring precision.
10, hydrostatic level is fixed on the top board bottom of monitored case beam by erecting frame, can effectively solve like this at the bottom of the beams such as existing continuous rigid frame bridge monitoring device when the larger bridge of longitudinal gradient carries out deflection monitoring and be difficult to be laid in the position suitable with beam body deformability position height, the amount of deflection of the indoor top board of different casees can only be gone out according to the measured value rough calculation of web or base plate, and the problems such as accurate amount of deflection at direction across bridge diverse location place on the crucial cross sections such as span centre, quartile can not be reflected.
11, the monitoring method step that adopts is simple, it is convenient to realize, result of use is good and can carry out for a long time deflection of bridge span, effectively monitoring, and can realize to bridge floor carry out accurately, fast, safety, convenience and Real-Time Monitoring.
12, deflection monitoring precision is higher, result of use good and practical value is high, installation and observation process need not suspend traffic, safe and reliable, can effectively solve current high pier, the real-time deflection monitoring difficulty of Longspan Bridge and be difficult for regularly carrying out continuously the problems such as deflection metrology.
In sum, the present invention is simple in structure, reasonable in design and easy and simple to handle, result of use is good, can effectively solve the problems such as existing bridge deflection measurement is inconvenient, installation process is complicated, measuring accuracy is limited.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is the use state reference map that the present invention adopts Long-term Deflection monitoring system.
Fig. 2 is the use state reference map of erecting frame of the present invention.
Fig. 3 is the structural representation of erecting frame of the present invention.
Fig. 4 is I-I cut-open view of Fig. 3.
Fig. 5 is II-II cut-open view of Fig. 3.
Fig. 6 is the FB(flow block) that the present invention adopts Long-term Deflection monitoring method.
Description of reference numerals:
1-hydrostatic level; 2-erecting frame; 2-1-back up pad;
2-2-the first support bar; 2-3-the second support bar; 2-31-strip mounting hole;
2-4-inclined support bar; 2-5-the first coupling bolt; 2-6-the second coupling bolt;
2-7-ribbed stiffener lath; 3-communicating pipe; 4-expansion bolt.
Embodiment
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4 and Fig. 5, Longspan Bridge of the present invention Long-term Deflection monitoring system, comprise a plurality of hydrostatic levels 1, a plurality of described hydrostatic levels 1 are all arranged on the Liang Tishang of monitored bridge by erecting frame 2, and the beam body of institute's monitoring bridge is case beam; The quantity of described erecting frame 2 be a plurality of and its quantity identical with the quantity of hydrostatic level 1, a plurality of described erecting frames 2 are along the vertical bridge of institute's monitoring bridge to laying from front to back, a plurality of described erecting frames 2 are all fixedly mounted on the top board bottom of described case beam.A plurality of described hydrostatic levels 1 all join with data acquisition system (DAS), and a plurality of described hydrostatic level 1 and described data acquisition system (DAS) composition static level monitoring system.The structure of a plurality of described erecting frames 2 is all identical, described erecting frame 2 comprises triangle support frame and is arranged on described triangle support frame and the adjustable back up pad 2-1 of setting height(from bottom), described triangle support frame is laid along the direction across bridge of institute's monitoring bridge, and described hydrostatic level 1 is arranged on back up pad 2-1.Described triangle support frame comprises the first support bar 2-2, be fixed on the second support bar 2-3 of the first below, support bar 2-2 one end and be connected in the first support bar 2-2 other end and the second support bar 2-3 lower end between inclined support bar 2-4, described the first support bar 2-2, the second support bar 2-3 and inclined support bar 2-4 are all laid on same plane, described the first support bar 2-2 is flattened on the top board bottom of described case beam, described the second support bar 2-3 is vertical laying with the first support bar 2-2, and described back up pad 2-1 is parallel laying with the first support bar 2-2.Described the first support bar 2-2 is fixed on the top board of described case beam by a plurality of expansion bolts 4.
In the present embodiment, between the storage liquid container of a plurality of described hydrostatic levels 1, by communicating pipe 3, be interconnected, the setting height(from bottom) of a plurality of described hydrostatic levels 1 is all identical.
That is to say, the setting height(from bottom) of the back up pad 2-1 of a plurality of described erecting frames 2 is all identical.During practice of construction, can be by adjusting the processing dimension of a plurality of described erecting frames 2 and adjusting up and down back up pad 2-1 the setting height(from bottom) of a plurality of described hydrostatic levels 1 is adjusted.The top board that described the first support bar 2-2 states case beam with its installation position place is parallel laying.
Wherein, described static level monitoring system claim again communicating pipe spirit-leveling instrument, the storage liquid container of hydrostatic level 1 uses communicating pipe 3 (also claiming fluid-through tube) to be communicated with completely mutually, filling liquid in storage liquid container, after liquid levels is completely static in described static level monitoring system the liquid level in the storage liquid container of all hydrostatic levels 1 on same geoid surface.And, in described storage liquid container, the liquid level sensor that internal inside liquid level detects is housed, as magnetostriction type sensor.
During actual use, a plurality of hydrostatic levels 1 are laid in respectively on a plurality of measuring points on monitored bridge.Based on law of connected vessels, keep the interior liquid of storage liquid container of a plurality of hydrostatic levels 1 to be positioned at same liquid level water level, when monitored bridge deforms, what a plurality of hydrostatic levels 1 reflected on each measuring point is the variation of liquid level, in conjunction with described data acquisition system (DAS), can read rapidly in the short period of time the position of each liquid level.
In the present embodiment, a plurality of described hydrostatic levels 1 are laid from front to back along the central axis of described case beam, between the storage liquid container of adjacent two the described hydrostatic levels 1 in front and back, by communicating pipe 3, are interconnected.
During practice of construction, described the first support bar 2-2, the second support bar 2-3 and inclined support bar 2-4 are shaped steel.On described the first support bar 2-2, have a plurality of bolt mounting holes of installing for expansion bolt 4 respectively, one end of described the first support bar 2-2 is fixedly connected with the upper end of the second support bar 2-3, and the two ends of described inclined support bar 2-4 are fixedly connected with the lower end of the second support bar 2-3 with the other end of the first support bar 2-2 respectively.Described inclined support bar 2-4 is positioned at a side of the second support bar 2-3, and described back up pad 2-1 is positioned at the opposite side of inclined support bar 2-4 and it is arranged on inclined support bar 2-4 bottom, and described back up pad 2-1 lays along the direction across bridge of institute's monitoring bridge.Between described the first support bar 2-2 and the second support bar 2-3 and between described inclined support bar 2-4 and the first support bar 2-2 and the second support bar 2-3, all with welding manner, be fixedly connected with.
In the present embodiment, described the first support bar 2-2 lays along the direction across bridge of institute's monitoring bridge, described the first support bar 2-2 and the second support bar 2-3 are angle steel, the both sides of described the first support bar 2-2 are respectively the first right-angle side and the second right-angle side, and the both sides of the second support bar 2-3 are respectively the 3rd right-angle side and the 4th right-angle side.Described the first right-angle side is flattened on the top board bottom of described case beam, described the 3rd right-angle side upper flat is attached on the inwall of described the second right-angle side and described the 3rd right-angle side top is fixedly connected with the inwall of described the second right-angle side, and the top of described the second support bar 2-3 is fixed on the bottom surface of described the first right-angle side.
Actual laying while installing, described the first support bar 2-2 is level and lays, and described the second support bar 2-3 is vertically to laying.Correspondingly, described the first right-angle side is level laying.
During practice of construction, described in described erecting frame 2, the quantity of triangle support frame is a plurality of, the structure of a plurality of described triangle support frames and size all identical and its vertical bridge along institute's monitoring bridge to laying from front to back, a plurality of described triangle support frames are parallel laying, between adjacent two the described triangle support frames in front and back, all by a plurality of web members, connect.In described erecting frame 2, the quantity of back up pad 2-1 is one, described back up pad 2-1 is arranged on the second support bar 2-3 of a plurality of described triangle support frames, the second support bar 2-3 of a plurality of described triangle support frames is all laid on same plane, and on the second support bar 2-3 of a plurality of described triangle support frames, all has the mounting hole of installing for back up pad 2-1.A plurality of described web members are connected between the second support bar 2-3 of adjacent two the described triangle support frames in front and back, and a plurality of described web member is from top to bottom laid.
In the present embodiment, a plurality of described web members are all parallel laying with the first support bar 2-2.
In the present embodiment, the quantity of a plurality of described web members is three.
Actually add man-hour, can according to specific needs, the quantity of a plurality of described web members be adjusted accordingly.
In the present embodiment, described web member is ribbed stiffener lath 2-7, and described ribbed stiffener lath 2-7 is steel plate bar, between the second support bar 2-3 of described ribbed stiffener lath 2-7 two described triangle support frames adjacent with front and back, all with welding manner, is fixedly connected with.
Actually add man-hour, described ribbed stiffener lath 2-7 is the rectangular strip that level is laid.
In the present embodiment, described inclined support bar 2-4 is reinforcing bar or angle steel.During actual use, described inclined support bar 2-4 also can adopt the steel supporting rod of other type.
In the present embodiment, the xsect of described back up pad 2-1 is L shaped, and described back up pad 2-1 comprises the first installing plate being arranged on the second support bar 2-3 and is laid in the second installing plate of hydrostatic level 1 installation of described the first installing plate upper outside and confession.Described the first installing plate connects as one with the second installing plate and the two is vertical laying, and described hydrostatic level 1 is arranged on described the second installing plate by a plurality of the first coupling bolt 2-5.Described the first installing plate is arranged on the second support bar 2-3 by a plurality of the second coupling bolt 2-6, on described the second support bar 2-3, have the strip mounting hole 2-31 that a confession the second coupling bolt 2-6 installs, on described the first installing plate, have the circular mounting hole of installing for the second coupling bolt 2-6.
In the present embodiment, described erecting frame 2 is two with the quantity of hydrostatic level 1.Described strip mounting hole 2-31 is vertically to laying.
During actual use, can according to specific needs erecting frame 2 and the quantity of hydrostatic level 1 be adjusted accordingly, wherein on the quantity of erecting frame 2 and hydrostatic level 1 and institute's monitoring bridge, the quantity of measuring point is identical.
In the present embodiment, described in described erecting frame 2, the quantity of triangle support frame is two, and two described triangle support frames are symmetrical laying.The 3rd right-angle side of two described triangle support frames is parallel laying, and a plurality of described web members are connected between the 3rd right-angle side of two described triangle support frames.The 4th right-angle side of two described triangle support frames is laid on same perpendicular, the first installing plate of described back up pad 2-1 is arranged on the 4th right-angle side of two described triangle support frames, and described the first installing plate is parallel laying with the 4th right-angle side of two described triangle support frames.The first installing plate of described back up pad 2-1 is vertically to laying, and the second installing plate of described back up pad 2-1 is level to be laid, and hydrostatic level 1 can be in horizontality like this, and described the first installing plate and the second installing plate are rectangular slab.
In the present embodiment, the length of described the first support bar 2-2 is 50cm~60cm.And the first support bar 2-2 is fixed on the top board of described case beam by 3 expansion bolts 4.Described the second support bar 2-3 length is 60cm~100cm.The length of described inclined support bar 2-4 is 80cm~140cm.
A kind of Longspan Bridge Long-term Deflection monitoring method as shown in Figure 6, comprises the following steps:
Step 1, measuring point are determined and reference point is selected: a plurality of measuring points that need on the beam body of monitored bridge to carry out deflection monitoring are determined, and from determined a plurality of measuring points, chosen a measuring point as reference point; The beam body of institute's monitoring bridge is case beam; The quantity of a plurality of described measuring points is N, N described measuring point be respectively measuring point 1, measuring point 2 ..., measuring point N, wherein N is positive integer and N >=2; Described reference point is measuring point i, and wherein i is positive integer and 1≤i≤N.
In the present embodiment, N=2.During practice of construction, can according to specific needs, the value size of N be adjusted accordingly.
Step 2, erecting frame are installed: an erecting frame 2 is installed respectively on a determined N measuring point in step 1, and N described erecting frame 2 is all fixedly mounted on the top board bottom of described case beam.
Step 3, hydrostatic level are installed: in step 2, on the back up pad 2-1 of the N of installation described erecting frame 2, a hydrostatic level 1 is installed respectively, and by communicating pipe 3 the storage liquid container of installed a N hydrostatic level 1 being interconnected, N described hydrostatic level 1 all joins with described data acquisition system (DAS); N described hydrostatic level 1 is arranged on N described measuring point by an erecting frame 2 respectively.
Step 4, Long-term Deflection monitoring, process is as follows:
Step 401, initial liquid level obtain: in step 3, after N the equal installation of described hydrostatic level 1, initial liquid level N described hydrostatic level 1 being tested out by described data acquisition system (DAS) gathers and record; The initial liquid level that the individual described hydrostatic level 1 of N tests out is denoted as respectively h 01, h 02..., h 0N.
In the present embodiment, described data acquisition system (DAS) comprises data acquisition unit and the mathematics treatment facility joining with described data acquisition unit, after the initial liquid level that described data acquisition unit tests out N described hydrostatic level 1 gathers, be sent to described data processing equipment, by described mathematics treatment facility, carry out synchronous recording.
Step 402, deflection monitoring time point are determined: after in step 401, initial liquid level obtains, according to deflection monitoring cycle or the deflection monitoring frequency of design in advance, and in conjunction with time limit of the bridge deflection monitoring phase of monitoring, to described deflection monitoring in the phase all deflection monitoring time points of institute's monitoring bridge determine; In the described deflection monitoring phase, the deflection monitoring time point total quantity of institute's monitoring bridge is n, and n described deflection monitoring time point is denoted as respectively t 1, t 2..., t n; Wherein, n is positive integer and n>=3.
In the present embodiment, in step 402, carry out deflection monitoring time point while determining, by described mathematics treatment facility, determined.
Step 403, deflection monitoring: in institute's monitoring bridge use procedure, according to determined deflection monitoring time point in step 402, by first to rear, monitored bridge being tested at the deflection data of each deflection monitoring time point, and the deflection data that test is drawn carries out synchronous recording; Wherein, in the described deflection monitoring phase, institute's monitoring bridge is all identical in the deflection data method of testing of each deflection monitoring time point; To any deflection monitoring time point t kdeflection data while testing, process is as follows:
Step 4031, current liquid level obtain: by described data acquisition system (DAS), the liquid level that under current state, a plurality of described hydrostatic levels 1 test out is gathered and record, the liquid level that now the individual described hydrostatic level 1 of N tests out is denoted as respectively h k1, h k2..., h kN; Wherein, k be positive integer and k=1,2 ..., n.
In the present embodiment, after the liquid level that described data acquisition unit tests out N described hydrostatic level 1 gathers, be sent to described data processing equipment, and carry out synchronous recording by described mathematics treatment facility.
The relative perpendicular displacement of step 4032, each measuring point is determined: the liquid level testing out according to a plurality of described hydrostatic level 1 recording in step 4031, and the N recording in integrating step 401 the initial liquid level that described hydrostatic level 1 tests out, the perpendicular displacement amount of N under current state measuring point relative datum point is determined.
The perpendicular displacement amount of N measuring point relative datum point determines that method is all identical, when the perpendicular displacement amount of any measuring point j relative datum point in N measuring point is determined, according to formula h ji (k)=(h kj-h ki)-(h 0j-h 0i), calculate the perpendicular displacement amount h of measuring point j relative datum point under current state ji (k); Under current state, the perpendicular displacement amount of N measuring point relative datum point is denoted as respectively h 1i (k), h 2i (k), h ni (k).
In the present embodiment, when the relative perpendicular displacement of each measuring point is determined, by described data processing equipment, determined.
Step 4033, deflection data record: the perpendicular displacement amount to N measuring point relative datum point under determined current state in step 4032 is carried out record, and under current state, the perpendicular displacement amount of N measuring point relative datum point is that institute's monitoring bridge is at deflection monitoring time point t kdeflection data.
In the present embodiment, in step 1, to after needing to carry out a plurality of measuring points of deflection monitoring on the beam body of monitored bridge and determining, also need the position of a determined N measuring point to measure, and measurement result is carried out to record; N described measuring point laid from front to back along the central axis of described case beam.
In step 4032, under current state, the perpendicular displacement amount of N measuring point relative datum point is the settling amount of N measuring point relative datum point under current state, and the perpendicular displacement amount of each measuring point relative datum point is the displacement on vertical direction.
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, also need, according to the installation position of N the measuring point of measuring, to calculate the tilt variation amount of N measuring point relative datum point under current state; Before the tilt variation amount of N under current state measuring point relative datum point is calculated, first according to the position measurements of N measuring point, horizontal range between N measuring point and reference point is calculated respectively, and wherein the horizontal range between measuring point j and reference point is denoted as l ji.
The tilt variation amount computing method of N measuring point relative datum point are all identical, when the tilt variation amount of any measuring point j relative datum point in N measuring point is calculated, according to formula calculate the tilt variation amount α of measuring point j relative datum point under current state ji (k); Under current state, the tilt variation amount of N measuring point relative datum point is denoted as respectively α 1i (k), α 2i (k), α ni (k).
Wherein, after the position of N measuring point is measured, just can draw the Installation Elevation of N hydrostatic level 1, this Installation Elevation is the storage liquid container Bottom Altitude of hydrostatic level 1.
In the present embodiment, when the tilt variation amount of N under current state measuring point relative datum point is calculated, by described data processing equipment, calculated.
In the present embodiment, while carrying out hydrostatic level installation in step 3, the storage liquid container that is arranged on the hydrostatic level 1 on described reference point joins by connecting pipe and the fixing liquid storage container of setting height(from bottom), and liquid level detecting unit is installed in described liquid storage container.
In step 401, carry out initial liquid level while obtaining, also need the initial liquid level that now described liquid level detecting unit detects to carry out record, the initial liquid level that described liquid level detecting unit detects is denoted as H 0.
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, the initial liquid level H detecting according to recorded described liquid level detecting unit 0with the liquid level H that under current state, described liquid level detecting unit detects k, the perpendicular displacement amount of the measuring point of N under current state is determined.
The perpendicular displacement amount of N measuring point determines that method is all identical, when the perpendicular displacement amount of any measuring point j in N measuring point is determined, according to formula H j (k)=h ji (k)+ (H k-H 0), calculate the perpendicular displacement amount H of measuring point j under current state j (k); Under current state, the perpendicular displacement amount of N measuring point is denoted as respectively H 1 (k), H 2 (k)..., H n (k).
In the present embodiment, while carrying out hydrostatic level installation in step 3, by adjusting up and down the back up pad 2-1 on erecting frame 2, the setting height(from bottom) of installed hydrostatic level 1 is adjusted.
In step 401, carry out initial liquid level obtain with step 4031 in carry out current liquid level while obtaining, all in step 3, in the storage liquid container of the N that installs hydrostatic level 1 after liquid level stabilizing, by described data acquisition system (DAS), gather and record.
In step 401, carry out initial liquid level while obtaining, after liquid level in the storage liquid container of N in step 3 described hydrostatic level 1 equal installation and N hydrostatic level 1 is all stable, first the liquid level sensor that fills in the storage liquid container of N hydrostatic level 1 is returned to zero; The initial liquid level that in step 401, the individual described hydrostatic level 1 of N tests out is zero.
In the present embodiment, the liquid level that the individual described hydrostatic level 1 of N tests out is the interior liquid level of storage liquid container to the height of storing liquid container bottom.
During practice of construction, in step 3, after hydrostatic level installation, the setting height(from bottom) of N described hydrostatic level 1 is all identical.In the present embodiment, in step 3, after hydrostatic level installation, the storage liquid container bottom level of N described hydrostatic level 1 is all identical.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. a Longspan Bridge Long-term Deflection monitoring system, it is characterized in that: comprise a plurality of hydrostatic levels (1), a plurality of described hydrostatic levels (1) are all arranged on the Liang Tishang of monitored bridge by erecting frame (2), the beam body of institute's monitoring bridge is case beam, the quantity of described erecting frame (2) be a plurality of and its quantity identical with the quantity of hydrostatic level (1), a plurality of described erecting frames (2) are along the vertical bridge of institute's monitoring bridge to laying from front to back, and a plurality of described erecting frames (2) are all fixedly mounted on the top board bottom of described case beam, a plurality of described hydrostatic levels (1) all join with data acquisition system (DAS), and a plurality of described hydrostatic level (1) and described data acquisition system (DAS) composition static level monitoring system, the structure of a plurality of described erecting frames (2) is all identical, described erecting frame (2) comprises triangle support frame and the back up pad (2-1) that is arranged on described triangle support frame and setting height(from bottom) is adjustable, described triangle support frame is laid along the direction across bridge of institute's monitoring bridge, and described hydrostatic level (1) is arranged in back up pad (2-1), described triangle support frame comprises the first support bar (2-2), be fixed on second support bar (2-3) of the first support bar (2-2) one end below and be connected in the first support bar (2-2) other end and the second support bar (2-3) lower end between inclined support bar (2-4), described the first support bar (2-2), the second support bar (2-3) and inclined support bar (2-4) are all laid on same plane, described the first support bar (2-2) is flattened on the top board bottom of described case beam, described the second support bar (2-3) is vertical laying with the first support bar (2-2), described back up pad (2-1) is parallel laying with the first support bar (2-2), described the first support bar (2-2) is fixed on the top board of described case beam by a plurality of expansion bolts (4).
2. according to a kind of Longspan Bridge Long-term Deflection monitoring system claimed in claim 1, it is characterized in that: between the storage liquid container of a plurality of described hydrostatic levels (1), by communicating pipe (3), be interconnected, the setting height(from bottom) of a plurality of described hydrostatic levels (1) is all identical.
3. according to a kind of Longspan Bridge Long-term Deflection monitoring system described in claim 1 or 2, it is characterized in that: described the first support bar (2-2), the second support bar (2-3) and inclined support bar (2-4) are shaped steel; On described the first support bar (2-2), have a plurality of bolt mounting holes that supply respectively expansion bolt (4) to install, one end of described the first support bar (2-2) is fixedly connected with the upper end of the second support bar (2-3), and the two ends of described inclined support bar (2-4) are fixedly connected with the lower end of the second support bar (2-3) with the other end of the first support bar (2-2) respectively; Described inclined support bar (2-4) is positioned at a side of the second support bar (2-3), described back up pad (2-1) is positioned at the opposite side of inclined support bar (2-4) and it is arranged on inclined support bar (2-4) bottom, and described back up pad (2-1) is laid along the direction across bridge of institute's monitoring bridge; Between described the first support bar (2-2) and the second support bar (2-3) and between described inclined support bar (2-4) and the first support bar (2-2) and the second support bar (2-3), all with welding manner, be fixedly connected with.
4. according to a kind of Longspan Bridge Long-term Deflection monitoring system claimed in claim 3, it is characterized in that: described in described erecting frame (2), the quantity of triangle support frame is a plurality of, the structure of a plurality of described triangle support frames and size all identical and its vertical bridge along institute's monitoring bridge to laying from front to back, a plurality of described triangle support frames are parallel laying, between adjacent two the described triangle support frames in front and back, all by a plurality of web members, connect; In described erecting frame (2), the quantity of back up pad (2-1) is one, described back up pad (2-1) is arranged on second support bar (2-3) of a plurality of described triangle support frames, second support bar (2-3) of a plurality of described triangle support frames is all laid on same plane, and on second support bar (2-3) of a plurality of described triangle support frames, all has the mounting hole of installing for back up pad (2-1); A plurality of described web members are connected between second support bar (2-3) of adjacent two the described triangle support frames in front and back, and a plurality of described web member is from top to bottom laid.
5. according to a kind of Longspan Bridge Long-term Deflection monitoring system claimed in claim 3, it is characterized in that: described the first support bar (2-2) is laid along the direction across bridge of institute's monitoring bridge, described the first support bar (2-2) and the second support bar (2-3) are angle steel, the both sides of described the first support bar (2-2) are respectively the first right-angle side and the second right-angle side, and the both sides of the second support bar (2-3) are respectively the 3rd right-angle side and the 4th right-angle side; Described the first right-angle side is flattened on the top board bottom of described case beam, described the 3rd right-angle side upper flat is attached on the inwall of described the second right-angle side and described the 3rd right-angle side top is fixedly connected with the inwall of described the second right-angle side, and the top of described the second support bar (2-3) is fixed on the bottom surface of described the first right-angle side.
6. according to a kind of Longspan Bridge Long-term Deflection monitoring system claimed in claim 3, it is characterized in that: the xsect of described back up pad (2-1) is L shaped, described back up pad (2-1) comprises the first installing plate being arranged on the second support bar (2-3) and is laid in the second installing plate of hydrostatic level (1) installation of described the first installing plate upper outside and confession; Described the first installing plate connects as one with the second installing plate and the two is vertical laying, and described hydrostatic level (1) is arranged on described the second installing plate by a plurality of the first coupling bolts (2-5); Described the first installing plate is arranged on the second support bar (2-3) by a plurality of the second coupling bolts (2-6), on described the second support bar (2-3), have the strip mounting hole (2-31) that confession second coupling bolt (2-6) is installed, on described the first installing plate, have the circular mounting hole of installing for the second coupling bolt (2-6).
7. utilize monitoring system as claimed in claim 1 bridge to be carried out to a method for Long-term Deflection monitoring, it is characterized in that the method comprises the following steps:
Step 1, measuring point are determined and reference point is selected: a plurality of measuring points that need on the beam body of monitored bridge to carry out deflection monitoring are determined, and from determined a plurality of measuring points, chosen a measuring point as reference point; The beam body of institute's monitoring bridge is case beam; The quantity of a plurality of described measuring points is N, N described measuring point be respectively measuring point 1, measuring point 2 ..., measuring point N, wherein N is positive integer and N >=2; Described reference point is measuring point i, and wherein i is positive integer and 1≤i≤N;
Step 2, erecting frame are installed: an erecting frame (2) is installed respectively on a determined N measuring point in step 1, and N described erecting frame (2) is all fixedly mounted on the top board bottom of described case beam;
Step 3, hydrostatic level are installed: in step 2, in the back up pad (2-1) of the N of installation described erecting frame (2), a hydrostatic level (1) is installed respectively, and by communicating pipe (3) the storage liquid container of installed a N hydrostatic level (1) being interconnected, N described hydrostatic level (1) all joins with described data acquisition system (DAS); N described hydrostatic level (1) is arranged on N described measuring point by an erecting frame (2) respectively;
Step 4, Long-term Deflection monitoring, process is as follows:
Step 401, initial liquid level obtain: in step 3, after N the equal installation of described hydrostatic level (1), initial liquid level N described hydrostatic level (1) being tested out by described data acquisition system (DAS) gathers and record; The initial liquid level that the individual described hydrostatic level (1) of N tests out is denoted as respectively h 01, h 02..., h 0N;
Step 402, deflection monitoring time point are determined: after in step 401, initial liquid level obtains, according to deflection monitoring cycle or the deflection monitoring frequency of design in advance, and in conjunction with time limit of the bridge deflection monitoring phase of monitoring, to described deflection monitoring in the phase all deflection monitoring time points of institute's monitoring bridge determine; In the described deflection monitoring phase, the deflection monitoring time point total quantity of institute's monitoring bridge is n, and n described deflection monitoring time point is denoted as respectively t 1, t 2..., t n; Wherein, n is positive integer and n>=3;
Step 403, deflection monitoring: in institute's monitoring bridge use procedure, according to determined deflection monitoring time point in step 402, by first to rear, monitored bridge being tested at the deflection data of each deflection monitoring time point, and the deflection data that test is drawn carries out synchronous recording; Wherein, in the described deflection monitoring phase, institute's monitoring bridge is all identical in the deflection data method of testing of each deflection monitoring time point; To any deflection monitoring time point t kdeflection data while testing, process is as follows:
Step 4031, current liquid level obtain: by described data acquisition system (DAS), the liquid level that under current state, a plurality of described hydrostatic levels (1) test out is gathered and record, and the liquid level that now the individual described hydrostatic level (1) of N tests out is denoted as respectively h k1, h k2..., h kN; Wherein, k be positive integer and k=1,2 ..., n;
The relative perpendicular displacement of step 4032, each measuring point is determined: the liquid level testing out according to a plurality of described hydrostatic level (1) recording in step 4031, and the N recording in integrating step 401 the initial liquid level that described hydrostatic level (1) tests out, the perpendicular displacement amount of N under current state measuring point relative datum point is determined;
The perpendicular displacement amount of N measuring point relative datum point determines that method is all identical, when the perpendicular displacement amount of any measuring point j relative datum point in N measuring point is determined, according to formula h ji (k)=(h kj-h ki)-(h 0j-h 0i), calculate the perpendicular displacement amount h of measuring point j relative datum point under current state ji (k); Under current state, the perpendicular displacement amount of N measuring point relative datum point is denoted as respectively h 1i (k), h 2i (k), h ni (k);
Step 4033, deflection data record: the perpendicular displacement amount to N measuring point relative datum point under determined current state in step 4032 is carried out record, and under current state, the perpendicular displacement amount of N measuring point relative datum point is that institute's monitoring bridge is at deflection monitoring time point t kdeflection data.
8. in accordance with the method for claim 7, it is characterized in that: in step 1, to after needing to carry out a plurality of measuring points of deflection monitoring on the beam body of monitored bridge and determining, also need the position of a determined N measuring point to measure, and measurement result is carried out to record; N described measuring point laid from front to back along the central axis of described case beam;
In step 4032, under current state, the perpendicular displacement amount of N measuring point relative datum point is the settling amount of N measuring point relative datum point under current state, and the perpendicular displacement amount of each measuring point relative datum point is the displacement on vertical direction;
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, also need, according to the installation position of N the measuring point of measuring, to calculate the tilt variation amount of N measuring point relative datum point under current state; Before the tilt variation amount of N under current state measuring point relative datum point is calculated, first according to the position measurements of N measuring point, horizontal range between N measuring point and reference point is calculated respectively, and wherein the horizontal range between measuring point j and reference point is denoted as l ji;
The tilt variation amount computing method of N measuring point relative datum point are all identical, when the tilt variation amount of any measuring point j relative datum point in N measuring point is calculated, according to formula calculate the tilt variation amount α of measuring point j relative datum point under current state ji (k); Under current state, the tilt variation amount of N measuring point relative datum point is denoted as respectively α 1i (k), α 2i (k), α ni (k).
9. according to the method described in claim 7 or 8, it is characterized in that: while carrying out hydrostatic level installation in step 3, the storage liquid container that is arranged on the hydrostatic level (1) on described reference point joins by connecting pipe and the fixing liquid storage container of setting height(from bottom), and liquid level detecting unit is installed in described liquid storage container;
In step 401, carry out initial liquid level while obtaining, also need the initial liquid level that now described liquid level detecting unit detects to carry out record, the initial liquid level that described liquid level detecting unit detects is denoted as H 0;
After the perpendicular displacement amount of N under current state measuring point relative datum point being determined in step 4032, the initial liquid level H detecting according to recorded described liquid level detecting unit 0with the liquid level H that under current state, described liquid level detecting unit detects k, the perpendicular displacement amount of the measuring point of N under current state is determined;
The perpendicular displacement amount of N measuring point determines that method is all identical, when the perpendicular displacement amount of any measuring point j in N measuring point is determined, according to formula H j (k)=h ji (k)+ (H k-H 0), calculate the perpendicular displacement amount H of measuring point j under current state j (k); Under current state, the perpendicular displacement amount of N measuring point is denoted as respectively H 1 (k), H 2 (k)..., H n (k).
10. according to the method described in claim 7 or 8, it is characterized in that: while carrying out hydrostatic level installation in step 3, by adjusting up and down the back up pad (2-1) on erecting frame (2), the setting height(from bottom) of installed hydrostatic level (1) is adjusted;
In step 3, after hydrostatic level installation, the setting height(from bottom) of N described hydrostatic level (1) is all identical;
In step 401, carry out initial liquid level obtain with step 4031 in carry out current liquid level while obtaining, all in step 3 in the storage liquid container of the N that installs hydrostatic level (1) after liquid level stabilizing, by described data acquisition system (DAS), gather and record;
In step 401, carry out initial liquid level while obtaining, after liquid level in the storage liquid container of N in step 3 the equal installation of described hydrostatic level (1) and N hydrostatic level (1) is all stable, first the liquid level sensor that fills in the storage liquid container of N hydrostatic level (1) is returned to zero; The initial liquid level that in step 401, the individual described hydrostatic level (1) of N tests out is zero.
CN201410400606.4A 2014-08-14 2014-08-14 Long-term deflection monitoring system and method for long-span bridge Pending CN104132630A (en)

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