CN113062219B - Precise adjustment method for cable tower column stress - Google Patents
Precise adjustment method for cable tower column stress Download PDFInfo
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- CN113062219B CN113062219B CN202110296726.4A CN202110296726A CN113062219B CN 113062219 B CN113062219 B CN 113062219B CN 202110296726 A CN202110296726 A CN 202110296726A CN 113062219 B CN113062219 B CN 113062219B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
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- Y02E10/728—Onshore wind turbines
Abstract
The application relates to a method for accurately adjusting the stress of a cable tower column, which relates to the field of bridge construction and comprises the following steps: acquiring a target jacking force P of a cross brace, a target stress sigma at the bottom end of a tower column and a target transverse deviation f of the tower column; acquiring a stress threshold and a transverse deviation threshold according to the sigma and the f; confirm plan jacking number of times n to and the jacking force of setting for of stull jacking each time, set for the jacking force and satisfy: the set jacking force of the ith jacking is the sum of the increment jacking force distributed by the ith jacking and the set jacking force of the (i-1) th jacking; jacking the tower column for the 1 st time; obtaining the actual stress sigma of the bottom end of the towerPractice ofAnd the actual lateral offset f of the towerPractice of(ii) a Determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded; if σPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the horizontal deviation threshold is not exceeded, the next jacking is continued, and sigma is acquired againPractice ofAnd fPractice of(ii) a Otherwise, the cross brace is locked. The problem that the tower column is cracked and the verticality of the tower column is influenced in one-time jacking is avoided.
Description
Technical Field
The application relates to the field of bridge construction, in particular to a method for accurately adjusting the stress of a cable tower column.
Background
The existing cable-stayed bridge cable tower is usually in the form of A shape, inverted Y shape, pagoda type, diamond type and the like in the transverse direction; the cross section of the cable tower column is usually solid or hollow, and the cross section can be rectangular, I-shaped, box-shaped or polygonal; for convenient and quick construction, generally with a plurality of sections of vertical share of cable tower pylon, the section-by-section construction, mainly rely on the section of having been under construction to bear self structure dead weight, construction load etc. in the work progress. When the cable tower column inclines in the transverse bridge direction, the main tower can bear the dead weight of the cable tower column and the eccentric load generated by construction load; at the construction to the uniform height, the tensile stress can appear in cable tower column root outside concrete, when the tensile stress is enough big, the concrete can fracture, and the structure receives destruction, appears the safety risk, so when being under construction to the uniform height, can set up one or multichannel horizontal stull, support the horizontal bridge to the left and right sides cable tower column for resist eccentric load, guarantee the safety of cable tower column structure in the work progress, make the construction continue to go on safely.
In the related art, a common horizontal wale is an active wale. The active cross brace divides the cross brace into two sections, after the two horizontal cross brace sections are respectively installed on the cable tower columns on the left side and the right side, the horizontal cross brace sections are not locked temporarily, a jacking mechanism is firstly used for applying preset horizontal jacking force to the cross brace, the cross brace is locked after jacking is in place, and the axial force of the cross brace is slowly increased along with the construction of the tower columns in the later period.
The main purpose of setting up the stull is to improve cable tower column atress and control column horizontal off normal, but above-mentioned stull has apparent defect when concrete implementation, can not realize the purpose completely, and the main problem that exists has:
(1) the actual stress effect of the cable tower column is improved without verification and specific data support;
(2) after the installation is finished once, subsequent adjustment cannot be carried out, and the stress of the cable tower cannot be improved for many times according to actual conditions;
(3) the one-time jacking in place may cause tensile stress at the root of the cable tower column, so that the concrete tower column cracks and even topples, which affects the construction safety of the tower column, and may cause overlarge transverse deviation of the cable tower column, which affects the verticality of the tower column.
Disclosure of Invention
The embodiment of the application provides a method for accurately adjusting cable tower column stress, and aims to solve the problems that jacking effect cannot be verified in the related art, and jacking is in place once, tension stress at the root of a cable tower column can be caused, so that a concrete tower column is cracked, construction safety of the tower column is influenced, and even transverse deviation of the cable tower column can be caused to be too large, and perpendicularity of the tower column is influenced.
In a first aspect, a method for accurately adjusting the stress of a cable tower column is provided, which comprises the following steps:
acquiring a target jacking force P of a cross brace, a target stress sigma at the bottom end of a tower column and a target transverse deviation f of the tower column;
acquiring a stress threshold and a transverse deviation threshold according to the sigma and the f;
determining the planned jacking times n and the set jacking force of the cross brace jacking every time, wherein the set jacking force meets the following requirements: the set jacking force of the ith jacking is the sum of the increment jacking force distributed by the ith jacking and the set jacking force distributed by the (i-1) th jacking, wherein the increment jacking force distributed by the ith jacking is as follows: dividing the target jacking force P of the cross brace into n parts, wherein the i part is 1, 2.
Jacking the tower column for the 1 st time according to the corresponding set jacking force;
obtaining the actual stress sigma of the bottom end of the towerPractice ofAnd the actual lateral offset f of the towerPractice of；
Determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded;
if σPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the horizontal deviation threshold is not exceeded, the next jacking is continued, and sigma is acquired againPractice ofAnd fPractice of；
Otherwise, stopping jacking and locking the cross brace.
In some embodiments:
the tower column bottom is provided with a stress monitoring device, and the stress monitoring device is used for monitoring the actual stress sigma at the tower column bottomPractice of；
The stress monitoring device comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns of the tower column, and the stress sensor groups comprise two stress sensors which are symmetrically distributed about the transverse center line of the tower column;
after the judgment of sigmaPractice ofDoes not exceed the threshold for stress, and fPractice ofAfter the threshold value of the lateral deviation is not exceeded and before the next jacking is continued, the method further comprises the following steps:
acquiring stress values measured by all the stress sensors;
calculating the ratio of the two stress sensors contained in all the stress sensor groups;
judging whether the four ratios are within a preset safe torsion range or not;
if at least two ratios among the four ratios are not in a preset safe torsion range, judging that the tower column is twisted, and performing torsion correction on the tower column;
otherwise, judging that the tower column is not twisted, and continuing to lift up for the next time.
In some embodiments:
the cross braces comprise two sub cross braces which are symmetrically distributed along the longitudinal bridge direction; the increment jacking force distributed by the ith jacking of the sub cross brace is half of the increment jacking force distributed by the ith jacking of the cross brace;
and performing torsion correction on the tower column, and specifically comprising the following steps of:
determining planned deviation correction times m and deviation correction jacking force for jacking the sub cross braces positioned on the small stress side each time, wherein the deviation correction jacking force meets the following requirements: the j-th deviation rectifying jacking force is the sum of the j-th deviation rectifying jacking force and the j-1-th deviation rectifying jacking force, wherein the j-th deviation rectifying jacking force is obtained by dividing the increment jacking force distributed by the next jacking of the sub-wale into m parts, wherein the j is 1,2, 1, m;
performing the 1 st deviation rectification on the tower column through the sub cross braces according to the corresponding deviation rectification jacking force;
obtaining sigmaPractice ofAnd fPractice of；
Determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded;
if σPractice ofExceeding a stress threshold, orPractice ofIf the deviation exceeds the threshold value of the transverse deviation, stopping correcting the deviation and locking the two sub transverse struts;
otherwise, judging whether the four ratios are within the preset safe torsion range again;
if at least two ratios among the four ratios are not in the preset safe torsion range, continuing to perform next deviation correction and acquiring sigma againPractice ofAnd fPractice of；
Otherwise, judging that the tower column finishes torsion correction, and enabling the two sub cross braces to continue jacking for the next time.
In some embodiments, the target jacking force P of the wale is divided into n equal parts.
In some embodiments, σ is the number of times the tower is jackedPractice ofHas not exceeded the threshold of stress, and fPractice ofAlso not exceeding the threshold for lateral offset:
jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofAnd acquiring increment delta P of a target jacking force P, increasing the jacking of the delta P for the tower column, and locking the cross brace.
In some embodiments, the jacking force and the sigma corresponding to the jacking force are based on n jackingPractice ofAnd fPractice ofAcquiring the increment delta P of the target jacking force P, specifically comprising the following steps:
jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofFitting the jacking force to the sigmaPractice ofCurve therebetween, and the lift force and fPractice ofThe curve in between;
according to the curve, obtaining the current sigmaPractice ofLift at σ, and fPractice ofIs the jacking force at f, and the two jacking forces are averaged to obtain the final jacking force PFinally, the product is processed；
According to PFinally, the product is processedAnd calculating the difference value between P and delta P.
In some embodiments:
the tower column bottom is provided with a stress monitoring device, and the stress monitoring device is used for monitoring the actual stress sigma at the tower column bottomPractice of；
The stress monitoring device comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns of the tower column, and the stress sensor groups comprise two stress sensors which are symmetrically distributed about the transverse center line of the tower column;
the target stress σ comprises an inboard target stress σInner partAnd the outboard target stress σOuter cover(ii) a The stress threshold comprises an inboard stress threshold and an outboard stress threshold;
the actual stress σPractice ofIncluding the actual stress sigma on the insideIn factAnd the outer actual stress sigmaIn factThe inner actual stress σIn factThe average value of the stress measured by four stress sensors positioned at the inner sides of the two columns; the outer actual stress σIn factThe average value of the stress measured by four stress sensors positioned on the outer sides of the two columns;
determine sigmaPractice ofWhether or not a stress threshold is exceeded, in particular, determining σIn factWhether or not a threshold value for the inboard stress is exceeded, andin factWhether a threshold for outboard stress is exceeded.
In some embodiments, the threshold value for the inboard stress and the threshold value for the outboard stress are each 1.05 σInner partAnd 1.05. sigmaOuter cover。
In some embodiments:
the top end of the tower column is provided with a transverse deviation monitoring device, and the transverse deviation monitoring device is used for monitoring the actual transverse deviation f of the tower columnPractice of；
The transverse deviation monitoring device comprises two deviation sensor groups, and the two deviation sensor groups are arranged on two columns of the tower column and are symmetrically distributed about the longitudinal center line of the tower column; the deviation sensor group comprises two deviation sensors which are symmetrically distributed about the transverse center line of the tower column;
the actual lateral offset fPractice ofIs the average of the offsets measured by all of the offset sensors.
In some embodiments, the threshold value for the lateral offset is f +30 mm.
The embodiment of the application provides an accurate adjustment method for cable tower column stress, and the target jacking force P is jacked in a grading manner by taking the target stress sigma at the bottom end of the tower column and the target transverse deviation f of the tower column as references, so that the tower jacking force P is prevented from being jacked once to cause the tower jacking force P to be higher than the target jacking force PActual stress sigma of column bottom endPractice ofExceeding stress threshold, or actual lateral deflection f of towerPractice ofExceed the threshold value of horizontal off normal to make the column tension stress and fracture, and can't reach the straightness's of hanging down problem of column, therefore this application embodiment through jacking step by step, after jacking each time, all can be to the actual stress sigma of columnPractice ofAnd an actual lateral offset fPractice ofCarrying out automatic real-time monitoring, realizing the verification of jacking effect after jacking, and according to the actual stress sigma of the tower columnPractice ofAnd an actual lateral offset fPractice ofWhether jacking is continued or not is determined, the efficiency and the effect of adjusting the stress of the cable tower column are improved, and the rapidness and the safety of the adjusting process are ensured.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic installation view of a cross brace provided in an embodiment of the present application;
fig. 2 is a schematic structural diagram of tower column construction molding provided in the embodiment of the present application;
FIG. 3 is a floor plan view of a stress sensor provided in an embodiment of the present application;
fig. 4 is a plan view of two sub-crossbars according to the embodiment of the present application;
fig. 5 is a plan view of an offset sensor according to an embodiment of the present disclosure.
In the figure: 1. a cross brace; 10. a sub cross brace; 2. a tower column; 20. a cylinder; 3. a stress monitoring device; 30. a stress sensor; 4. a lateral deviation monitoring device; 40. a deviation sensor.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
Referring to fig. 1 and 2, an embodiment of the present application provides a method for precisely adjusting a cable tower column stress, which includes the following steps:
s1: acquiring a target jacking force P of a cross brace 1, a target stress sigma at the bottom end of a tower column 2 and a target transverse deviation f of the tower column 2;
through modeling calculation of the tower column 2, the installation position of the cross brace 1 on the tower column 2, the target stress sigma at the bottom end of the tower column 2 and the target transverse deviation f of the tower column 2 are obtained.
Because the tower column 2 is of a concrete structure, in order to prevent the problem that the concrete cracks due to tensile stress of the tower column 2 of the concrete structure, the bottom end of the tower column 2 is required to be always pressed and cannot be pulled.
Because the construction height along with the tower 2 is higher and higher, the tower 2 can have the cross bridge to the slope, the tower 2 can bear the dead weight and the eccentric load that the construction load produced, consequently need set up stull 1 and resist eccentric load, in order to strut two cylinders 20 of tower 2, two cylinders 20 open each other, horizontal off normal appears, the limit horizontal off normal on target horizontal off normal f is the basis of guaranteeing the straightness that hangs down of tower 2, the horizontal off normal of tower 2 surpasss target horizontal off normal f, can influence the straightness that hangs down of tower 2.
S2: acquiring a stress threshold and a transverse deviation threshold according to the sigma and the f;
because the target stress sigma and the target transverse deviation f are respectively theoretical data obtained through modeling, certain deviation possibly exists between the target stress sigma and the theoretical data in actual construction, and therefore, a stress threshold value and a transverse deviation threshold value are designed to contain the deviation, and the situation of actual site construction is better met.
S3: confirm plan jacking number of times n to and the jacking of setting for jacking force of 1 jacking of stull each time, set for jacking force and satisfy: the set jacking force of the ith jacking is the sum of the increment jacking force distributed by the ith jacking and the set jacking force distributed by the (i-1) th jacking, wherein the increment jacking force distributed by the ith jacking is as follows: dividing the target jacking force P of the transverse support 1 into n parts, wherein the i part is 1, 2.
Specifically, the method comprises the following steps: for example, the target jacking force P of the wale 1 obtained in step S1 is 20kN, in the embodiment of the present application, the target jacking force P is divided into 10 parts, which may be equally divided into 2kN,. 2kN, or unequally divided into 1kN, 2kN, 3kN, 2kN, or 2kN, by way of an example, the planned jacking number is 10 times, the incremental jacking force allocated for the first jacking is 1kN, the incremental jacking force allocated for the 2 nd jacking is 2kN,. the incremental jacking force allocated for the 10 th jacking is 2 kN; the set jacking force of the 1 st jacking is the actual jacking force exerted by the wale 1 for jacking the tower column 2 for the first time and the wale 1 borne by the tower column 2, the set jacking force of the 1 st jacking is the incremental jacking force distributed by the 1 st jacking, the set jacking force of the 2 nd jacking is the actual jacking force exerted by the wale 1 for jacking the tower column 2 for the second time and the wale 1 borne by the tower column 2, the set jacking force of the 10 th jacking is the actual jacking force exerted by the wale 1 for jacking the tower column 2 for the tenth time and the wale 1 borne by the tower column 2; after the tower column 2 is jacked by the cross brace 1 every time, the cross brace 1 does not return oil when jacking next time, so the set jacking force of jacking 2 times is the sum of the incremental jacking force 2kN distributed by jacking 2 times and the set jacking force 1kN of jacking 1 times, namely 3kN, and so on, the set jacking force of jacking 3 times is the sum of the incremental jacking force 3kN distributed by jacking 3 times and the set jacking force 3kN of jacking 2 times, namely 6kN, the set jacking force of jacking 10 times is the sum of the incremental jacking force 2kN distributed by jacking 10 times and the set jacking force 18kN of jacking 9 times, namely 20 kN.
S4: jacking the tower column 2 for the 1 st time according to the corresponding set jacking force;
and jacking the tower column 2 for the 1 st time by the cross brace according to the 1 st distributed incremental jacking force 1 kN.
S5: obtaining the actual stress sigma at the bottom of the tower 2Practice ofAnd the actual lateral offset f of the tower 2Practice of；
The bottom end of the tower column 2 is provided with a stress monitoring device 3, and the stress monitoring device 3 is used for monitoring the actual stress sigma at the bottom end of the tower column 2Practice of(ii) a The top end of the tower column 2 is provided with a transverse deviation monitoring device 4, and the transverse deviation monitoring device 4 is used for monitoring the actual transverse deviation f of the tower column 2Practice of. And after the 1 st jacking is finished, keeping the load for 5 minutes, and acquiring data monitored by the stress monitoring device 3 and the deviation monitoring device.
S6: determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded;
s7: if σPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the horizontal deviation threshold is not exceeded, the next jacking is continued, and sigma is acquired againPractice ofAnd fPractice of；
If σPractice ofDoes not exceed the threshold for stress, and fPractice ofThe threshold value of the transverse deviation is not exceeded, which indicates that after the 1 st jacking, the tower column 2 is still under the compressive stress, and the transverse deviation of the tower column 2 is normal, so that the 2 nd jacking can be carried out.
S8: if σPractice ofExceeding a stress threshold, orPractice ofAnd if the lateral deviation threshold value is exceeded, stopping jacking and locking the cross brace 1.
If σPractice ofIf the stress exceeds the threshold value, if the jacking is continued, the concrete at the bottom end of the tower column 2 is easy to crack, and the structure is damaged;
or, if fIn factExceeding the threshold value of the transverse deviation indicates that the transverse inclination degree of the tower column 2 is large, if the jacking is continued, the verticality of the tower column 2 is greatly influenced, and the construction quality of the tower column is influenced.
Therefore when σ isPractice ofExceeding a stress threshold, orPractice ofExceeding the threshold value of the lateral deviation, the jacking needs to be finished, the wale 1 is locked, and since the planned jacking number is 10 times which is predetermined in step S3, the embodiment of the present application may finish the jacking in advance according to actual conditions. At this time, the wale 1 has applied one to the tower 2The fixed jacking force has certain supporting force for the tower column 2, and the risk of cracking and dumping of the tower column 2 is avoided. And after the transverse support 1 is locked, continuously constructing the tower column segment until the construction of the tower column 2 is completed.
The embodiment of the application takes the target stress sigma at the bottom end of the tower column 2 and the target transverse deviation f of the tower column 2 as references, and then the target jacking force P is jacked in a grading manner, so that the target jacking force P is prevented from being jacked once, and the actual stress sigma at the bottom end of the tower column 2 is causedPractice ofExceeding a stress threshold, or actual lateral deflection f of the tower 2Practice ofExceed the threshold value of horizontal off-set to make the column 2 tension stress and fracture, and can't reach the straightness's of hanging down problem of column 2, consequently this application embodiment is through jacking step by step, after jacking each time, all can be to the actual stress sigma of column 2Practice ofAnd an actual lateral offset fPractice ofAutomatic real-time monitoring is carried out, the verification of jacking effect after jacking is realized, and the practical stress sigma of the tower column 2 is usedPractice ofAnd an actual lateral offset fPractice ofWhether jacking is continued or not is determined, the efficiency and the effect of adjusting the stress of the cable tower column 2 are improved, and the rapidness and the safety of the adjusting process are ensured.
Optionally, the cross brace 1 in the embodiment of the present application includes two cross brace segments, the two cross brace segments are horizontally disposed and are respectively connected to two sides of the tower column 2, and a jacking space is formed between the two cross brace segments; a supporting system is arranged in the jacking space, the supporting system comprises a jacking mechanism, a sensor and a positioning mechanism, the jacking mechanism is positioned in the jacking space, one end of the jacking mechanism is used for being arranged on one of the cross brace sections, and the other end of the jacking mechanism is used for jacking the other cross brace section; the sensor is arranged on the other cross brace section, is positioned on a jacking path of the jacking mechanism and is used for detecting the jacking force of the jacking mechanism; the positioning mechanism comprises two supports and a screw rod, and the two supports are respectively arranged on the two cross brace sections; the screw rod is connected with the support through two nuts, and two nuts are arranged on two sides of the support respectively.
After the jacking mechanism finishes jacking once, the jacking force can be adjusted for multiple times through the adjusting screw rod according to the actual stress condition of the tower column 2, and the stress of the cable tower can be improved for multiple times.
Optionally, referring to fig. 3, the bottom end of the tower column 2 is provided with a stress monitoring device 3, and the stress monitoring device 3 is used for monitoring the actual stress σ of the bottom end of the tower column 2Practice of(ii) a The stress monitoring device 3 comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns 20 of the tower column 2, and each stress sensor group comprises two stress sensors 30 which are symmetrically distributed about the transverse center line of the tower column 2; of the four stress sensors 30 provided on the left column 20, the stress sensor 30 located on the outer side and the major mileage side is denoted as L1, the stress sensor 30 located on the outer side and the minor mileage side is denoted as L2, the stress sensor 30 located on the inner side and the major mileage side is denoted as L3, and the stress sensor 30 located on the inner side and the minor mileage side is denoted as L4; of the four stress sensors 30 provided on the right column 20, the stress sensors 30 located on the outer side and the major mileage side are denoted as R1, the stress sensors 30 located on the outer side and the minor mileage side are denoted as R2, the stress sensors 30 located on the inner side and the major mileage side are denoted as R3, and the stress sensors 30 located on the inner side and the minor mileage side are denoted as R4.
In step S7, σ is judgedPractice ofDoes not exceed the threshold for stress, and fPractice ofAfter the threshold value of the lateral deviation is not exceeded and before the next jacking is continued, the method further comprises the following steps:
s70: acquiring stress values measured by all the stress sensors 30;
stress values measured by L1, L2, L3, L4, R1, R2, R3 and R4 are obtained and recorded as sigmal1、σl2、σl3、σl4And σR1、σR2、σR3、σR4。
S71: calculating the ratio of the two stress sensors 30 contained in all the stress sensor groups;
that is, calculate σl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4These four ratios.
S72: judging whether the four ratios are within a preset safe torsion range or not;
the preset safe torsion range is 0.8-1.2, and the sigma is judgedl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4Whether the four ratios are within 0.8-1.2.
S73: if at least two ratios among the four ratios are not in the preset safe torsion range, judging that the tower column 2 is twisted, and performing torsion correction on the tower column 2;
if σ isl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4And if at least two of the four ratios are not within the range of 0.8-1.2, judging that the tower column 2 is twisted, and performing torsion correction on the tower column 2. It should be noted that, if the tower column 2 is twisted, the stress value on the large range side or the stress value on the small range side among the four ratios is large, and the stress value on the large range side and the stress value on the small range side among the four ratios are not simultaneously large, that is, σ does not existl1>σl2And σl3<σl4The case (1).
S74: otherwise, judging that the tower column 2 is not twisted, and continuing to lift up the next time.
If σl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4And if at least three of the four ratios are within the range of 0.8-1.2, judging that the tower column 2 is not twisted, and continuing to lift the tower column for the next time.
Because two columns 20 of the tower column 2 have certain dimensional deviation and are not completely symmetrical, the tower column 2 may be twisted and deformed in the jacking process of the tower column 2, so that before the next jacking process is determined, whether the tower column 2 is twisted or not needs to be judged firstly, the tower column 2 which is twisted and corrected and then jacked, and the stress and deviation caused by twisting are prevented from being accumulated slowly to influence the stress and verticality of the tower column 2.
Preferably, as shown in fig. 4, the wale 1 includes two sub wales 10, and the two sub wales 10 are symmetrically distributed along the longitudinal bridge direction; the increment jacking force distributed by the ith jacking of the sub cross brace 10 is half of the increment jacking force distributed by the ith jacking cross brace 1;
specifically, the method comprises the following steps: according to the content of step S3, the target lift force P is 20kN, which is divided into 10 parts: 1kN, 2kN, 3kN, 2kN, 1kN, 2kN, 3kN, 2kN and 2kN, the incremental jacking force distributed by the jacking at the 1 st time is 1kN, the incremental jacking force distributed by the jacking at the 2 nd time is 2 kN. In the embodiment of the present application, two sub crossbearers 10 are symmetrically arranged, and then the two sub crossbearers 10 equally divide the incremental lifting force, and the incremental lifting force distributed by each sub crossbearer 10 in the planned 10-time jacking process is respectively: 1/2kN, 1kN, 3/2kN, 1kN, 1/2kN, 1kN, 3/2kN, 1 kN.
In step S73, the torsion correction of the tower column 2 specifically includes the following steps:
s730: determining the planned deviation correction times m and the deviation correction jacking force for jacking the sub-wale 10 positioned on the small stress side each time, wherein the deviation correction jacking force meets the following requirements: the j-th deviation rectifying jacking force is the sum of the j-th deviation rectifying jacking force and the j-1-th deviation rectifying jacking force, wherein the j-th deviation rectifying jacking force is the increment deviation rectifying jacking force distributed by the j-th deviation rectifying, namely the increment deviation rectifying jacking force distributed by next jacking of the sub cross brace 10 is divided into m parts, and the j is 1,2, 1, m;
according to σl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4The four ratios determine whether the stress on the large-mileage side is large or the stress on the small-mileage side is large, and if it is determined that the tower column 2 transmits torsion and sigma appearsl1>σl2，σl3>σl4，σR1>σR1And σR3>σR4If at least three of the cross braces 10 are the cross braces 10 on the low-stress side, the jacking force of the cross braces 10 needs to be adjusted to correct the deviation of the tower column 2.
For example: if the jacking is carried out for the 1 st time, the sigma is judgedPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the deviation does not exceed the threshold of the lateral deviation, but the tower column 2 is twisted, the deviation of the tower column 2 needs to be corrected before the 2 nd jacking, at this time, the incremental jacking force distributed by the 2 nd jacking of the sub cross brace 10 is 2kN, then the 1kN incremental jacking force distributed by the 2 nd jacking of the sub cross brace 10 is divided into m parts, in the embodiment of the application, the 2 parts are divided, namely the deviation correction is performed twice, the planned deviation correction times are twice, the incremental deviation correction jacking force distributed by the twice corrected sub cross brace 10 is 0.5kN and 0.5kN, the first deviation correction jacking force is 0.5kN, and the second deviation correction jacking force is 0.5 kN.
S730: correcting the tower column 2 for the 1 st time through the sub cross braces 10 according to the corresponding correction jacking force;
the jacking is stopped earlier to the sub-stull 10 of big stress side, only carries out the jacking of rectifying through the sub-stull 10 of little stress side, and the sub-stull 10 of little stress side increases the increment rectification jacking force of 0.5kN earlier and carries out the 1 st rectification, and the jacking force of the sub-stull 10 of the little stress side that the column 2 received this moment is the jacking force of the 1 st times plus the rectification jacking force of the 1 st time, is 0.5kN +0.5kN ═ 1 kN.
S730: obtaining sigmaPractice ofAnd fPractice of；
S730: determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded;
s730: if σPractice ofExceeding a stress threshold, orPractice ofIf the deviation exceeds the threshold value of the transverse deviation, the deviation rectification is stopped, and the two sub cross braces 10 are locked;
in the deviation rectifying process, because the jacking force is applied to the tower column 2 through the sub cross brace 10 on the small stress side, the tower column 2 may have tensile stress and lateral deviation exceeding the threshold value, so that the sigma is neededPractice ofAnd fPractice ofMainly, whether to continue to rectify the deviation is judged.
S730: otherwise, judging whether the four ratios are within the preset safe torsion range again;
if after the 1 st deviation correction, sigmaPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the threshold for lateral offset is not exceeded, then σ is again determinedl1/σl2，σl3/σl4，σR1/σR1And σR3/σR4Whether the four ratios are within a preset safe torsion range.
S730: if at least two ratios among the four ratios are not in the preset safe torsion range, continuing to perform next deviation correction and acquiring sigma againPractice ofAnd fPractice of；
If the tower column 2 still has torsion, then rectifying for the 2 nd time, and after rectifying, obtaining sigma againPractice ofAnd fPractice ofAnd determining sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded.
S730: otherwise, judging that the tower column 2 finishes the torsion correction, and continuing to lift the two sub cross braces 10 for the next time.
If the torsion of the tower column 2 is corrected, the two sub cross braces 10 continue to lift for the next time, after the next lifting, the set jacking force of the two sub cross braces 10 is different, and the sub cross brace 10 on the low stress side is more corrected and the corrected jacking force is generated than the sub cross brace 10 on the high stress side.
Preferably, in the embodiment of the present application, the target jacking force P of the wale 1 is divided into n equal parts.
Therefore, the incremental jacking force of jacking each time is consistent, the jacking is convenient, and the accuracy and efficiency of jacking can be improved.
Further, after the tower column 2 is jacked for the nth time, sigma isPractice ofHas not exceeded the threshold of stress, and fPractice ofAlso not exceeding the threshold for lateral offset:
s9: jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofAnd acquiring the increment delta P of the target jacking force P, increasing the jacking of the delta P for the tower column 2, and locking the cross brace 1.
Due to the fact thatIn the actual jacking process, there may be a case where the tower 2 is jacked for the nth time and the jacking force of the tower 2 reaches the target jacking force P, but σ at this timePractice ofHas not exceeded the threshold of stress, and fPractice ofAnd if the lateral deviation does not exceed the threshold value of the lateral deviation, the theoretical design target jacking force P is small, the target jacking force is required to be increased, and delta P jacking is added to the tower column 2, so that the cross brace 1 can exert the maximum supporting force on the tower column 2 on the basis of ensuring that the tower column 2 is not subjected to tensile stress and the lateral deviation does not exceed the standard.
Furthermore, the jacking force according to n jacking times and the sigma corresponding to the jacking forcePractice ofAnd fPractice ofAcquiring the increment delta P of the target jacking force P, specifically comprising the following steps:
s90: jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofFitting the jacking force to the sigmaPractice ofCurve between, and the lift force and fPractice ofThe curve in between;
since in n lifts, σPractice ofAnd fPractice ofIf the lifting force does not exceed the threshold value, n jacking forces within a safe range can be obtained, and the corresponding sigma after n jacking is obtainedPractice ofAnd fPractice ofThe jacking force and the sigma can be obtained according to the corresponding relation of the threePractice ofCurve between, and the lift force and fPractice ofThe curve in between.
S91: according to the curve, obtaining the current sigmaPractice ofLift at σ, and fPractice ofIs the jacking force at f, and the two jacking forces are averaged to obtain the final jacking force PFinally, the product is processed；
Obtaining the jacking force when the stress of the tower column 2 is sigma and the jacking force when the transverse deviation of the tower column 2 is f, and averaging the two jacking forces to obtain the final jacking force PFinally, the product is processedThat is, when the jacking force reaches PFinally, the product is processedWhen the stress of the tower 2 is close to σ, the lateral deviation of the tower 2 is close to f, and since σ and f there are a threshold value of the stress and a threshold value of the lateral deviation, even when the jacking force reaches PFinally, the product is processedWhile the stress of the tower column 2 is sigma, the towerThe transverse deflection of the column 2 is f, and the stress and the transverse deflection of the tower column 2 are still within the safe range.
S92: according to PFinally, the product is processedAnd calculating the difference value between P and delta P.
The calculated delta P is the increased jacking force which needs to be applied to the tower column by the last transverse brace 1, and after the delta P is applied, the jacking force borne by the tower column 2 is PFinally, the product is processed。
Referring to fig. 3, optionally, the bottom end of the tower column 2 is provided with a stress monitoring device 3, and the stress monitoring device 3 is used for monitoring the actual stress sigma at the bottom end of the tower column 2Practice of(ii) a The stress monitoring device 3 comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns 20 of the tower column 2, and each stress sensor group comprises two stress sensors 30 which are symmetrically distributed about the transverse center line of the tower column 2; the target stress σ includes an inboard target stress σInner partAnd the outboard target stress σOuter cover(ii) a The threshold values of stress include a threshold value of inboard stress and a threshold value of outboard stress; actual stress sigmaIn factIncluding the actual stress sigma on the insideIn factAnd the outer actual stress sigmaIn factInner actual stress σIn factThe average of the stresses measured by the four stress sensors 30 located inside the two columns 20; outer actual stress sigmaIn factThe average of the stresses measured by the four stress sensors 30 located outside the two columns 20; determine sigmaPractice ofWhether or not a stress threshold is exceeded, in particular, determining σIn factWhether or not a threshold value for the inboard stress is exceeded, andin factWhether a threshold for outboard stress is exceeded.
Specifically, the method comprises the following steps: the threshold value of the inboard stress and the threshold value of the outboard stress are 1.05 sigma respectivelyInner partAnd 1.05. sigmaOuter cover。
That is, σ needs to be judgedIn factWhether or not it exceeds 1.05 sigmaInner partAnd σIn factWhether or not it exceeds 1.05 sigmaOuter cover。
Referring to fig. 5, optionally, the top end of the tower column 2 is provided with a lateral deviation monitoring device 4, and the lateral deviation monitoring device 4 is used for monitoring the actual lateral deviation f of the tower column 2Practice of(ii) a Transverse deflectionThe position monitoring device 4 comprises two deviation sensor groups which are respectively arranged on the two columns 20 of the tower column and are symmetrically distributed about the longitudinal center line of the tower column 2; the deviation sensor group comprises two deviation sensors 40, and the two deviation sensors 40 are symmetrically distributed about the transverse center line of the tower column 2; actual lateral offset fPractice ofIs the average of the offsets measured by all the offset sensors 40.
Preferably, the threshold value for lateral misalignment is f +30 mm.
That is, it is necessary to judge fIn factWhether f +30mm is exceeded.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The precise regulating method of the cable tower column stress is characterized by comprising the following steps:
acquiring a target jacking force P of a cross brace (1), a target stress sigma at the bottom end of a tower column (2) and a target transverse deviation f of the tower column (2);
acquiring a stress threshold and a transverse deviation threshold according to the sigma and the f;
determining the planned jacking times n and the set jacking force for jacking the cross brace (1) every time, wherein the set jacking force meets the following requirements: the set jacking force of the ith jacking is the sum of the increment jacking force distributed by the ith jacking and the set jacking force distributed by the (i-1) th jacking, wherein the increment jacking force distributed by the ith jacking is as follows: dividing the target jacking force P of the cross brace (1) into n parts, wherein the ith part is 1,2,.
Jacking the tower column (2) for the 1 st time according to the corresponding set jacking force;
obtaining the actual stress sigma of the bottom end of the tower column (2)Practice ofAnd the actual lateral offset f of the tower (2)Practice of；
Determine sigmaPractice ofWhether a stress threshold is exceeded, and fPractice ofWhether a threshold for lateral misalignment is exceeded;
if σPractice ofDoes not exceed the threshold for stress, and fPractice ofIf the horizontal deviation threshold is not exceeded, the next jacking is continued, and sigma is acquired againIn factAnd fPractice of；
Otherwise, stopping jacking and locking the cross brace (1).
2. The method for precisely adjusting the stress of a pylon column according to claim 1, wherein:
the tower column (2) bottom is equipped with stress monitoring devices (3), stress monitoring devices (3) are used for monitoring the actual stress sigma of tower column (2) bottomPractice of；
The stress monitoring device (3) comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns (20) of the tower column (2), and the stress sensor groups comprise two stress sensors (30) which are symmetrically distributed about the transverse central line of the tower column (2);
after the judgment of sigmaPractice ofDoes not exceed the threshold for stress, and fPractice ofAfter the threshold value of the lateral deviation is not exceeded and before the next jacking is continued, the method further comprises the following steps:
acquiring stress values measured by all the stress sensors (30);
calculating the ratio of two stress sensors (30) contained in all the stress sensor groups;
judging whether the four ratios are within a preset safe torsion range or not;
if at least two ratios among the four ratios are not in a preset safe torsion range, judging that the tower column (2) is twisted, and performing torsion correction on the tower column (2);
otherwise, judging that the tower column (2) is not twisted, and continuing to lift up for the next time.
3. The method for precisely adjusting the stress of a pylon column according to claim 2, wherein:
the transverse support (1) comprises two sub transverse supports (10), and the two sub transverse supports (10) are symmetrically distributed along the longitudinal bridge direction; the increment jacking force distributed by the ith jacking of the sub cross brace (10) is half of the increment jacking force distributed by the ith jacking of the cross brace (1);
and performing torsion correction on the tower column (2), and specifically comprising the following steps:
determining planned deviation rectifying times m and deviation rectifying jacking force for jacking the sub-wale (10) positioned on the small stress side each time, wherein the deviation rectifying jacking force meets the following requirements: the j-th deviation rectifying jacking force is the sum of the j-th deviation rectifying jacking force and the j-1-th deviation rectifying jacking force distributed for the j-th deviation rectifying, wherein the j-th deviation rectifying distributed increment deviation rectifying jacking force is that the increment jacking force distributed for the next jacking of the sub cross brace (10) is divided into m parts, j is 1,2, and m;
correcting the tower column (2) for the 1 st time through the sub cross braces (10) according to the corresponding deviation correcting jacking force;
obtaining sigmaPractice ofAnd fPractice of；
Determine sigmaPractice ofWhether a stress threshold is exceeded, and fIn factWhether a threshold for lateral misalignment is exceeded;
if σPractice ofExceeding a stress threshold, orPractice ofIf the deviation exceeds the threshold value of the transverse deviation, the deviation rectification is stopped, and the two sub cross braces (10) are locked;
otherwise, judging whether the four ratios are within the preset safe torsion range again;
if at least two ratios among the four ratios are not in the preset safe torsion range, continuing to perform next deviation correction and acquiring sigma againPractice ofAnd fPractice of；
Otherwise, judging that the tower column (2) finishes torsion correction, and continuing jacking the two sub cross braces (10) for the next time.
4. The method for the precise adjustment of the tower column stress of claim 1, characterized in that the target jacking force P of the wale (1) is divided into n equal parts.
5. Pylon column stress of claim 1Is characterized in that sigma is generated after the tower column (2) is jacked for the nth timeIn factHas not exceeded the threshold of stress, and fPractice ofAlso not exceeding the threshold for lateral offset:
jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofAnd acquiring increment delta P of a target jacking force P, increasing the jacking of the delta P for the tower column (2), and locking the cross brace (1).
6. The method of claim 5, wherein the jacking force of the tower column is n times and σ corresponding to the jacking forceIn factAnd fIn factAcquiring the increment delta P of the target jacking force P, specifically comprising the following steps:
jacking force according to n jacking times and sigma corresponding to the jacking forcePractice ofAnd fPractice ofFitting the jacking force to the sigmaPractice ofCurve between, and the lift force and fPractice ofThe curve in between;
according to the curve, obtaining the current sigmaPractice ofLift at σ, and fPractice ofIs the jacking force at f, and the two jacking forces are averaged to obtain the final jacking force PFinally, the product is processed；
According to PFinally, the product is processedAnd calculating the difference value between P and delta P.
7. The method for precisely adjusting the stress of a pylon column according to claim 1, wherein:
the tower column (2) bottom is equipped with stress monitoring devices (3), stress monitoring devices (3) are used for monitoring the actual stress sigma of tower column (2) bottomPractice of；
The stress monitoring device (3) comprises four stress sensor groups, two stress sensor groups are respectively arranged on two columns (20) of the tower column (2), and the stress sensor groups comprise two stress sensors (30) which are symmetrically distributed about the transverse center line of the tower column (2);
the target stress σ comprises an inboard target stress σInner partAnd the outboard target stress σOuter cover(ii) a The stress threshold comprises an inboard stress threshold and an outboard stress threshold;
the actual stress σPractice ofIncluding the actual stress sigma on the insideIn factAnd the outer actual stress sigmaIn factThe inner actual stress σIn fact-average of the stresses measured for four stress sensors (30) located inside two of said columns (20); the outer actual stress σIn fact-averaging the stresses measured by four stress sensors (30) located outside two of said columns (20);
determine sigmaPractice ofWhether or not a stress threshold is exceeded, in particular, determining σIn factWhether or not a threshold value for the inboard stress is exceeded, andin factWhether a threshold for outboard stress is exceeded.
8. The method of fine tuning of pylons according to claim 7, wherein the threshold inboard stress and the threshold outboard stress are each 1.05 σInner partAnd 1.05. sigmaOuter cover。
9. The method for precisely adjusting the stress of a pylon column according to claim 1, wherein:
the tower column (2) top is equipped with horizontal off-set monitoring devices (4), horizontal off-set monitoring devices (4) are used for monitoring the actual horizontal off-set f of tower column (2)Practice of；
The transverse deviation monitoring device (4) comprises two deviation sensor groups, and the two deviation sensor groups are arranged on two columns (20) of the tower column and are symmetrically distributed about the longitudinal central line of the tower column (2); the deviation sensor group comprises two deviation sensors (40), and the two deviation sensors (40) are symmetrically distributed about the transverse center line of the tower column (2);
the actual lateral offset fPractice ofIs the average of the offsets measured by all of the offset sensors (40).
10. The method of fine tuning of pylons according to claim 9, wherein the threshold value of lateral misalignment is f +30 mm.
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| US5896609A (en) * | 1997-11-21 | 1999-04-27 | Lin; Wei-Hwang | Safety method of construction a prestressed cable-stay bridge |
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| CN104032678A (en) * | 2014-05-06 | 2014-09-10 | 中铁港航局集团有限公司 | H-shaped tower column inner force adjustable temporary cross supporting structure and construction method thereof |
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| CN109267498A (en) * | 2018-11-28 | 2019-01-25 | 中国铁建大桥工程局集团有限公司 | A kind of bridge main tower stull construction method |
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| US5896609A (en) * | 1997-11-21 | 1999-04-27 | Lin; Wei-Hwang | Safety method of construction a prestressed cable-stay bridge |
| CN102425113A (en) * | 2011-12-05 | 2012-04-25 | 中国建筑第六工程局有限公司 | Horizontal pre-jacking force application method for 1,000t pagoda-type concrete bridge tower |
| CN104032678A (en) * | 2014-05-06 | 2014-09-10 | 中铁港航局集团有限公司 | H-shaped tower column inner force adjustable temporary cross supporting structure and construction method thereof |
| CN108625286A (en) * | 2018-03-26 | 2018-10-09 | 中铁三局集团有限公司 | A kind of cable-stayed bridge inclination king-post bottom stress control construction method |
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