CN113106875B - Bridge steel pipe arch rib construction control method - Google Patents

Bridge steel pipe arch rib construction control method Download PDF

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CN113106875B
CN113106875B CN202110420284.XA CN202110420284A CN113106875B CN 113106875 B CN113106875 B CN 113106875B CN 202110420284 A CN202110420284 A CN 202110420284A CN 113106875 B CN113106875 B CN 113106875B
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杨涛
廖辉
郝天之
邓年春
胡显辉
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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
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
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Abstract

The invention discloses a construction control method for a bridge steel pipe arch rib, which comprises the following steps: (1) establishing a three-dimensional model of the arch rib segments and numbering the arch rib segments in sequence; (2) before hoisting the arch rib segment, measuring the temperature of the arch rib segment, measuring the actual position of the arch rib segment after the hoisting of the arch rib segment is finished, and recording the installation time interval of the arch rib segment; (3) in the arch rib segment three-dimensional model, calculating the deformation condition of the installed arch rib segment according to the steady-state temperature field expression of the arch rib segment, and predicting the minimum time period of the deformation of the arch rib segment according to meteorological hydrological data of a construction site; (4) the position and the size of the closure opening are adjusted through the closure opening adjusting device, and the closure construction operation of the arch rib sections is completed in expected time. According to the method, the optimal time for closure is estimated and predicted by tracking deformation of the arch rib sections under illumination, so that effective support is provided for closure construction, and closure is ensured to be carried out smoothly and the quality after closure is ensured.

Description

Bridge steel pipe arch rib construction control method
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction control method for a bridge steel pipe arch rib.
Background
At present, more and more bridges are used, and for a large-span arch bridge, construction is mostly carried out in a mode that two banks are symmetrically assembled in a suspended mode to an arch crown closure mode. The vault closure is generally that the deformation condition of an arch bridge is observed for several days before closure, so that a proper closure opening size and closure temperature time are selected, the influence of factors such as stress state and temperature change of an arch rib on a structure during closure is reduced to a certain extent, but the observation of small data of a data sample is uncertain, a proper monitoring and controlling method and process are not established for stress change, temperature influence change and the like, and the final construction effect is usually greatly deviated from a design target.
The patent application with publication number CN111021224A discloses a forced closure construction method for a steel tube arch bridge vault, which is installed in a cable-stayed buckled, hung and suspended manner, and closure is carried out within a time period when the temperature is relatively stable by observing the change conditions of the temperature and the size of a closure opening for a plurality of days continuously; and the size of the closure opening at the set temperature is determined by comprehensive research through the structural stress state monitored on site and by combining software simulation calculation results and design requirements. Firstly, the integral line shape before closure is adjusted through a buckling and hanging system in a large cantilever state, then a closure opening fine adjustment device is adopted to forcibly and accurately adjust the size of the closure opening, a temporary locking device is adopted to lock a part of the closure opening in time, then the short steel pipes of the closure opening which is not locked are installed and welded, and finally the temporary locking device is removed and the installation of the remaining part of the short steel pipes of the closure opening is carried out. According to the technical scheme, forced closure can be realized through a simple device and field operation, the stress state of the arch bridge after closure is ensured to be matched with a design target, the closure is ensured to be in a bridge line shape, the influence of internal residual stress caused by the traditional closure process on the structure is reduced, and the long-term service life of the bridge is prolonged. However, the above technical solutions only provide simple steps for construction, and in the actual construction process, a technician is also required to perform a large amount of work such as data monitoring and simulation calculation, which puts high demands on the construction team.
Disclosure of Invention
The invention aims to provide a bridge steel pipe arch rib construction control method for eliminating the influence of sunshine temperature. According to the method, the optimal time for closure is estimated and predicted by tracking deformation of the arch rib sections under illumination, so that effective support is provided for closure construction, and closure is ensured to be carried out smoothly and the quality after closure is ensured.
The invention adopts the following technical scheme:
a construction control method for a bridge steel tube arch rib comprises the following steps:
(1) establishing a three-dimensional model of the arch rib segments and numbering the arch rib segments in sequence;
(2) before hoisting the arch rib segment, measuring the temperature of the arch rib segment, measuring the actual position of the arch rib segment after the hoisting of the arch rib segment is finished, and recording the installation time interval of the arch rib segment;
(3) in the arch rib segment three-dimensional model, calculating the deformation condition of the installed arch rib segment according to the steady-state temperature field expression of the arch rib segment, and predicting the minimum time period of the deformation of the arch rib segment according to meteorological hydrological data of a construction site;
(4) and acquiring expected closure time and closure position size according to the deformation data, adjusting the closure position size through a closure adjusting device, and completing closure construction operation of the arch rib segment within the expected time.
The invention further explains that the steady-state temperature field expression of the arch rib section is a steady-state temperature field expression of the steel pipe arch rib surface under sunlight, and specifically comprises the following steps:
Figure BDA0003027611590000021
wherein:
Figure BDA0003027611590000022
Figure BDA0003027611590000023
Figure BDA0003027611590000024
Figure BDA0003027611590000025
Figure BDA0003027611590000026
in the above equation: r is the outer radius of the steel pipe arch rib; theta is a central angle between any two points on the outer diameter of the section of the steel pipe arch rib; u. ofb(theta) is the temperature of the surface of the steel tube arch wall facing the sunlight surface; u. ofc(theta) is the surface temperature of the steel tube arch wall back to the sunlight surface;
Figure BDA0003027611590000027
is an algebra, in particular
Figure BDA0003027611590000028
Figure BDA0003027611590000029
Is an algebra, in particular
Figure BDA00030276115900000210
uaIs the gas temperature value; j is a unit ofnThe light intensity of a light irradiation point n on the outer diameter of the section of the steel pipe arch rib; beta is the air convection heat exchange coefficient; xi is the solar radiation absorption coefficient; λ is an algebraic number, in particular
Figure BDA00030276115900000211
k (x, y, z) is the heat conduction coefficient in the directions of x, y and z, and the steel material is taken as 48W/(m DEG C); c is the constant pressure heat capacity of the micro-element, and the steel is taken as 0.475kJ/(kg. ℃); rho is the density of the infinitesimal body, and 7850kJ/m is taken as the steel material3。
The invention further discloses that the steady-state temperature field expression of the arch rib segment is an analytical expression for deducing the surface temperature distribution of the section of the un-grouted arch rib under the illumination condition by utilizing the Fourier law, and specifically comprises the following steps:
1) the influence of sunlight on the horizontal line angle of the section of the steel pipe is neglected, and the azimuth angle of the sunlight isOnly under the condition of considering the sunlight altitude angle, setting the connection line of the circle center and the sun center of the section of the steel pipe arch to intersect the outer diameter of the steel pipe arch at n points, wherein the circle center angle between any point m and the n point on the outer diameter of the section of the steel pipe arch is theta, and the relational expression between the illumination intensities of the two points is Jm＝Jncosθ；
2) During the time dt, the arch wall absorbs heat within a central angle d θ:
Figure BDA0003027611590000031
wherein R is the outer radius of the steel pipe arch;
under the irradiation of light, the steel structure is heated unevenly from outside to inside, so that the structure is bent; according to the Fourier law, the following relationships exist in the steel pipe under illumination:
Figure BDA0003027611590000032
Figure BDA0003027611590000033
Figure BDA0003027611590000034
Figure BDA0003027611590000035
Figure BDA0003027611590000036
order to
Figure BDA0003027611590000037
When the heat in the object is in a steady state
Figure BDA0003027611590000038
In the formula: j. the design is a squareTHeat flux density [ kj/(M.h.. degree. C.) in the normal direction of the cross section](ii) a R is the outer radius of the steel pipe arch; t is the transient temperature of the object;
Figure BDA0003027611590000039
the temperature gradient of the object in the opposite direction is obtained; k (x, y, z) is the heat conduction coefficient in the directions of x, y and z, and the steel material is taken as 48W/(m DEG C); c is the constant pressure heat capacity of the micro-element, and the steel is taken as 0.475kJ/(kg. ℃); rho is the density of the micro-elements, and the steel material is 7850kJ/m3；pvThe strength of the internal heat source;
3) in 24 hours recorded by taking Beijing time as a standard, the intensity and the direction of solar radiation in the same time period change along with the change of four seasons on the ground; maximum intensity of solar radiation J according to empirical formulanIs represented by the formulae (7) to (16):
I0＝1367×[1+0.033cosN](kW/m2) (7)
δ＝23.45°sin[284+N] (8)
Figure BDA00030276115900000310
td＝0.165sin 2θN-0.025sinθN-0.123cosθN (10)
θN＝360°×(N-81)/364 (11)
τ＝(12-t)×15° (12)
sinθh＝sinδsinω+cosτcosωcosδ (13)
cosθl＝(sinωcosτcosδ-cosωsinδ)/cosθh (14)
Figure BDA0003027611590000041
Jn＝I0cosγ (16)
in the formula I0Is the solar constant, N is the number of days, delta is the solar inclination, and when t is true sun, t isdIs a time difference of tbIs time of Beijing, thetahIs the solar altitude angle thetalThe azimuth angle of the sun, omega the geographical latitude of the building, gamma the angle of incidence of the sun, sigma the elevation angle of the section of the arch rib, and mu the azimuth angle of the section of the arch rib;
4) when the steel pipe is in a thermal equilibrium state, that is, the temperature of each point on the steel pipe is in a stable state, according to the illumination condition, three boundary condition analytic expressions can be solved as follows:
Figure BDA0003027611590000042
Figure BDA0003027611590000043
q(θ)＝β[u(θ)-ua] (19)
in the formula, β represents an air convection heat exchange coefficient, and the formula is empirically analyzed
Figure BDA0003027611590000044
Wherein, Delta T is the temperature difference between the surface of the object and the air, and v is the wind speed; u. uaRepresents an air temperature;
the analytical formula can be obtained according to the steady state thermal equilibrium condition:
Figure BDA0003027611590000045
adding algebra for conversion, wherein the conversion table is as follows:
Figure BDA0003027611590000046
from equations (17) to (20), the steady-state temperature of the steel pipe surface can be derived:
Figure BDA0003027611590000051
Figure BDA0003027611590000052
the converted overall temperature of the steel tube arch surface is calculated by the following analytical formula:
Figure BDA0003027611590000053
the maximum temperature difference of the steel pipe arch rib is as follows:
Δu＝ub(0)-uc(π) (24)
the above analytical expressions are all based on the premise that the steel tube ribs reach steady state instantly under the illumination condition.
The invention has the advantages that:
the method comprises the steps of simulating and tracking the deformation condition of the arch rib section under illumination in the hoisting and construction processes of the arch rib section, specifically calculating and simulating the deformation condition of the arch rib section according to the established steady-state temperature field expression in combination with finite element software, predicting the deformation condition of the arch rib section for several days later according to meteorological data, estimating and predicting the optimal time for closure, providing effective support for closure construction, and ensuring smooth closure and quality after closure.
Drawings
Fig. 1 is an elevation view of a steel tube arch bridge with four limbs trusses according to an engineering example of the present invention.
FIG. 2 is a graph showing the results of 24-hour temperature monitoring on both sides of the left lower chord tube of the segment No. 6 of the arch rib in the engineering example of the invention.
FIG. 3 is a graph showing the 24-hour temperature monitoring results of the sections of the upper left chord tube of the arch rib in the engineering example of the invention.
Detailed Description
The present invention is further illustrated by the following specific examples.
Example (b):
a construction control method for a bridge steel tube arch rib comprises the following steps:
(1) establishing a three-dimensional model of the arch rib segments and numbering the arch rib segments in sequence;
(2) before hoisting the arch rib segment, measuring the temperature of the arch rib segment, measuring the actual position of the arch rib segment after the hoisting of the arch rib segment is finished, and recording the installation time interval of the arch rib segment;
(3) in the arch rib segment three-dimensional model, calculating the deformation condition of the installed arch rib segment according to the steady-state temperature field expression of the arch rib segment, and predicting the minimum time period of the deformation of the arch rib segment according to meteorological hydrological data of a construction site;
(4) and acquiring expected closure time and closure position size according to the deformation data, adjusting the closure position size through a closure adjusting device, and completing closure construction operation of the arch rib segment within the expected time.
The steady-state temperature field expression of the arch rib section is a steady-state temperature field expression of the steel pipe arch rib surface under sunlight, and specifically comprises the following steps:
Figure BDA0003027611590000061
wherein:
Figure BDA0003027611590000062
Figure BDA0003027611590000063
Figure BDA0003027611590000064
Figure BDA0003027611590000065
Figure BDA0003027611590000066
in the above equation: r is the outer radius of the steel pipe arch rib; theta is a central angle between any two points on the outer diameter of the section of the steel pipe arch rib; u. ofb(theta) is the temperature of the surface of the steel tube arch wall facing the sunlight surface; u. ofc(theta) is the surface temperature of the steel tube arch wall back to the sunlight surface;
Figure BDA0003027611590000067
is an algebra, in particular
Figure BDA0003027611590000068
Figure BDA0003027611590000069
Is an algebra, in particular
Figure BDA00030276115900000610
uaIs the gas temperature value; j. the design is a squarenThe light intensity of a light irradiation point n on the outer diameter of the section of the steel pipe arch rib; beta is the air convection heat exchange coefficient; xi is the solar radiation absorption coefficient; λ is an algebraic number, in particular
Figure BDA00030276115900000611
k (x, y, z) is the heat conduction coefficient in the directions of x, y and z, and the steel material is taken as 48W/(m DEG C); c is the constant pressure heat capacity of the micro-element, and the steel is taken as 0.475kJ/(kg. ℃); rho is the density of the infinitesimal body, and 7850kJ/m is taken as the steel material3。
Engineering example:
(1) overview of the project
The included angle between the head and tail directions of a certain four-limb truss steel pipe arch bridge and the right south is 15 degrees; the main hole is 560m in calculated span, and the radial height of the arch crown section is 8.5 m; the radial height of the arch springing section is 17m, the rib width is 4.2m, and two phi 1400mm steel pipe concrete chord pipes are arranged above and below each rib. The arch rib of the bridge is divided into two sides of a south bank and a north bank, and each side is divided into 11 sections of arch rib sections. The bridge is shown in elevation in figure 1.
(2) Temperature monitoring
The bridge measures the temperature of the segment of the arch rib part before grouting after the arch rib is closed in 9 days 4 and 9 months in 2020, and carries out temperature acquisition on 5 measuring points on the left lower chord left and right side of the 6# arch rib segment at the upstream of the north bank, the left upper chord left side of the 1# arch rib at the south bank, the left upper chord left side of the 8# arch rib at the north bank and the left upper chord left side of the 2# arch rib at the north bank. The data for 24h of the day are shown in fig. 2 and 3.
From fig. 2 and 3, the following law can be derived:
1. along with the enhancement of the sunshine effect, the temperature difference of different positions on the surface of the steel pipe is increased;
2. the difference of the surface temperature of the arch rib steel pipes of different sections on the same side is not large in 24 hours, and the reason is presumed that the intersection angle between the head and the tail of the bridge and the south is small, so that the light is relatively uniform to each section of arch rib.
(3) Computational analysis
At 16 points and 37 minutes, the temperature of the left side of the left lower chord of the No. 6 arch rib on the north bank is 39.3 ℃, the temperature of the right side of the left lower chord is 29.7 ℃, and the maximum temperature difference on the two sides is 9.7 ℃. At the moment, the arch rib is fully heated to reach a stable state, the temperature difference between the two sides of the left lower chord tube reaches the maximum value, the connecting line of the center of the sun and the center of the cross section of the steel tube arch is considered to be approximately in a horizontal state, and the transverse displacement of the arch rib reaches the maximum value.
The surface temperature of the 16-point 37-minute rib is obtained by combining actual engineering measurement and empirical analytical formula estimation and is shown in the table 1.
TABLE 1 North bank 6# Arch segment left lower chord thermometer
Figure BDA0003027611590000071
The difference values between the calculated values and the measured values of the surface temperatures of the left side and the right side of the left lower chord steel tube arch of the No. 6 arch section on the north bank are respectively 0.5 ℃ and 2.7 ℃, the difference value between the calculated value and the actual value of the maximum temperature difference is 3.3 ℃, and the maximum temperature difference is closer to the actual measured data. By calculating according to the above results, the equivalent overall temperature u of the arch rib in the period can be obtained035.1 ℃. Selecting the data of the left lower chord of the 6# arch rib of the 4-point 47-time-sharing north bank as a parameterAt the moment, the sun does not rise, the heat on the surface of the steel pipe arch is close to the air temperature after the heat is dissipated overnight, and the temperature of the left side surface is close to that of the right side surface, so the average value u of the temperatures on the two sides is takensThe temperature is 17.0 ℃ as the integral temperature of the steel pipe arch, the temperature is 6.4 ℃ as the maximum temperature gradient, and the equivalent integral temperature difference u between the two time periods is solvede＝u0-us＝18.1℃。
(4) Model validation
A steel pipe arch rib model is established by utilizing midas civil finite element software, arch feet are considered according to consolidation, the upper dumbbell, the lower dumbbell and the web members of the arch ribs are simulated by using beam units, and the connection between the rod members is calculated according to consolidation. Only the overall warming effect is considered.
The integral temperature difference of 16 points 37 and 4 points 47 arch ribs is used as temperature load input to calculate the vertical displacement of the arch segments of the north bank 1#, 2#, and 3# and the finite element simulation result is compared with the measured data, as shown in table 2.
TABLE 2 Displacement finite element simulation result and actual measurement contrast table
Figure BDA0003027611590000072
The deviation between the theoretical value and the measured value of the vertical displacement of each measuring point is within 5 percent by comparing the displacement of the arch rib obtained by simulation with the measured data.
The results of the transverse displacements of the ribs obtained by the simulation were compared with the results of the vertical displacements, and the results are shown in table 3.
TABLE 3 comparison table of transverse displacement and vertical displacement
Figure BDA0003027611590000081
From the results in table 3, it can be seen that the lateral displacement value of the arch rib is about 72% of the vertical displacement value in the most extreme case of the steel tube arch bridge of the four-limb truss.
Through the engineering examples, the invention can obtain good technical effects after being implemented.
It should be understood that the above-described embodiments are merely examples for clearly illustrating the present invention and are not intended to limit the practice of the present invention. Other variations and modifications will be apparent to persons skilled in the art in light of the above description; this is not necessary, nor exhaustive, of all embodiments; and obvious variations or modifications of the invention may be made without departing from the scope of the invention.

Claims (1)

1. A construction control method for a bridge steel tube arch rib is characterized by comprising the following steps:
(1) establishing a three-dimensional model of the arch rib segments and numbering the arch rib segments in sequence;
(2) before hoisting the arch rib segment, measuring the temperature of the arch rib segment, measuring the actual position of the arch rib segment after the hoisting of the arch rib segment is finished, and recording the installation time interval of the arch rib segment;
(3) in the arch rib segment three-dimensional model, calculating the deformation condition of the installed arch rib segment according to the steady-state temperature field expression of the arch rib segment, and predicting the minimum time period of the deformation of the arch rib segment according to meteorological hydrological data of a construction site;
(4) acquiring expected closure time and closure position size according to the deformation data, adjusting the closure position size through a closure adjusting device, and completing closure construction operation of arch rib segments within the expected time;
in the step (3), the steady-state temperature field expression of the arch rib segment is a steady-state temperature field expression of the steel pipe arch rib surface under sunlight, and specifically comprises the following steps:
Figure FDA0003587310790000011
wherein:
Figure FDA0003587310790000012
Figure FDA0003587310790000013
Figure FDA0003587310790000014
Figure FDA0003587310790000015
Figure FDA0003587310790000016
in the above equation: u. of0Converting the integral temperature of the surface of the steel pipe arch rib; r is the outer radius of the steel pipe arch rib; theta is a central angle between any two points on the outer diameter of the section of the steel pipe arch rib; u. ofb(theta) is the temperature of the surface of the steel tube arch wall facing the sunlight surface; u. ofc(theta) is the surface temperature of the steel tube arch wall back to the sunlight surface;
Figure FDA0003587310790000021
is an algebra, in particular
Figure FDA0003587310790000022
Figure FDA0003587310790000023
Is an algebra, in particular
Figure FDA0003587310790000024
uaIs the gas temperature value; j. the design is a squarenThe illumination intensity of an illumination direct point n on the outer diameter of the section of the steel pipe arch rib; beta is the air convection heat exchange coefficient; xi is the solar radiation absorption coefficient; λ is an algebraic number, in particular
Figure FDA0003587310790000025
k is a heat conduction coefficient, k (x, y, z) is a heat conduction coefficient in the directions of x, y and z, and the steel material is 48W/(m DEG C); c is the constant pressure heat capacity of the micro-element, and the steel is taken as 0.475kJ/(kg. ℃); rho is the density of the infinitesimal body, and 7850kJ/m is taken as the steel material3。
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CN114526854A (en) * 2021-12-29 2022-05-24 中国市政工程中南设计研究总院有限公司 Method and device for controlling stress of water delivery steel pipe and storage medium
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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104715113A (en) * 2015-03-19 2015-06-17 中铁二局第五工程有限公司 Method and device for conducting construction simulation on steel truss arch bridge through BIM
CN107142835A (en) * 2017-06-28 2017-09-08 重庆交通大学 The ribbed arch bridge rib-lifting section point rib installation control method of stress-free state method
CN110245399A (en) * 2019-05-30 2019-09-17 北京铁科工程检测有限公司 A kind of special-shaped steel structure closure section, which is accurately matched, cuts method for determination of amount
CN110362953A (en) * 2019-07-25 2019-10-22 中铁五局集团机械化工程有限责任公司 A kind of steel pipe arch bridge main arch rib installs linear Interactive control method
CN111021224A (en) * 2019-11-26 2020-04-17 中铁上海工程局集团有限公司 Steel tube arch bridge vault forced closure construction method for cable-stayed buckling, hanging and splicing installation
CN112163260A (en) * 2020-09-28 2021-01-01 中铁七局集团有限公司 High-pier large-span T-structure bridge temperature field distribution analysis and temperature effect control method
CN112231795A (en) * 2020-09-15 2021-01-15 中交第二公路工程局有限公司 Method for determining folding temperature scheme of multi-folding-opening bridge

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101158147A (en) * 2007-11-20 2008-04-09 中铁大桥局集团第二工程有限公司 Large-span bridge steel girder closing construction method
US9745738B2 (en) * 2015-12-30 2017-08-29 Schul International Company, LLC Expansion joint for longitudinal load transfer

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104715113A (en) * 2015-03-19 2015-06-17 中铁二局第五工程有限公司 Method and device for conducting construction simulation on steel truss arch bridge through BIM
CN107142835A (en) * 2017-06-28 2017-09-08 重庆交通大学 The ribbed arch bridge rib-lifting section point rib installation control method of stress-free state method
CN110245399A (en) * 2019-05-30 2019-09-17 北京铁科工程检测有限公司 A kind of special-shaped steel structure closure section, which is accurately matched, cuts method for determination of amount
CN110362953A (en) * 2019-07-25 2019-10-22 中铁五局集团机械化工程有限责任公司 A kind of steel pipe arch bridge main arch rib installs linear Interactive control method
CN111021224A (en) * 2019-11-26 2020-04-17 中铁上海工程局集团有限公司 Steel tube arch bridge vault forced closure construction method for cable-stayed buckling, hanging and splicing installation
CN112231795A (en) * 2020-09-15 2021-01-15 中交第二公路工程局有限公司 Method for determining folding temperature scheme of multi-folding-opening bridge
CN112163260A (en) * 2020-09-28 2021-01-01 中铁七局集团有限公司 High-pier large-span T-structure bridge temperature field distribution analysis and temperature effect control method

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
澜沧江大桥施工测量控制技术;刘正辉等;《公路交通科技(应用技术版)》;20190415(第04期) *
预应力混凝土连续梁桥合理合龙温度分析;顾庆等;《城市建设理论研究(电子版)》;20161115(第32期);129-131 *
高速铁路连续钢桁柔性拱桥的施工线形控制;蔺鹏臻等;《铁道工程学报》;20191115(第11期) *

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