CN113062223A - Erection method of large-span cantilever steel beam - Google Patents
Erection method of large-span cantilever steel beam Download PDFInfo
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- CN113062223A CN113062223A CN202110296866.1A CN202110296866A CN113062223A CN 113062223 A CN113062223 A CN 113062223A CN 202110296866 A CN202110296866 A CN 202110296866A CN 113062223 A CN113062223 A CN 113062223A
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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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Abstract
The application relates to a method for erecting a large-span cantilever steel beam, which relates to the technical field of bridge construction, wherein the cantilever steel beam comprises a steel truss continuous beam and a section steel beam connected with the steel truss continuous beam, the steel truss continuous beam determines a cantilever and the rest part through two fulcrums below the steel truss continuous beam, the fulcrum far away from the cantilever is defined as a first fulcrum, and the method for erecting the section steel beam on the steel truss continuous beam comprises the following steps: the corresponding support reaction force of the cantilever steel beam and the rest part at the first fulcrum is obtained in advance; and judging whether the cantilever steel beam meets the integral anti-overturning capacity or not according to two pre-acquired support counter forces, if so, erecting the section steel beam on the steel truss continuous beam, and otherwise, increasing the support counter force of the rest part at the first fulcrum before erecting the section steel beam. In the application, the counter force of the support is easy to obtain, the calculation is simple, convenient and quick, the construction is simple and quick, and the method is safe and reliable.
Description
Technical Field
The application relates to the technical field of bridge construction, in particular to an erection method of a large-span cantilever steel beam.
Background
When the large-span steel truss bridge is constructed by adopting a cantilever method, the middle span part is assembled by the cantilever after the construction of the side span part is completed. When the length of the cantilever of the midspan exceeds the length of the side span and the weight of the cantilever is greater than that of the side span, the large-span steel truss bridge has the potential risk of overturning along the longitudinal bridge direction. As the number of steel truss sections in a bridge cantilever increases, the longer the cantilever length, the greater the likelihood of overturning.
In order to ensure that the bridge does not overturn during the assembly process of the cantilever, corresponding measures are required to ensure that the anti-overturning coefficient of the bridge is greater than a specified threshold value during each assembly process of the cantilever. The threshold value refers to the requirements of 'design specifications of reinforced concrete and prestressed concrete structures of railway bridges and bridges' and 'design specifications of steel structures of railway bridges and bridges', and the value of the anti-overturning coefficient is 1.3.
In the related art, the anti-overturning coefficient is often solved according to the ratio of the anti-overturning moment to the overturning moment in the suspension splicing erection construction, so that the requirement of the overall anti-overturning capacity of the section steel beam to be erected after suspension splicing can be met. The method for calculating the anti-overturning moment and the overturning moment is to multiply the gravity center of a beam section by the distance from the gravity center to a fulcrum, because the structural structure of the bridge is generally irregular, the gravity center of the bridge often needs building information model BIM software or other software, if the BIM software or other software is used, the full bridge needs to be modeled, the time and the labor are consumed, the calculation is complicated, and the influence caused by other temporary loads existing on the bridge structure cannot be considered.
Therefore, the method aims to develop an efficient and simple suspension splicing construction method to ensure that the anti-overturning capacity of the bridge meets the requirement in the suspension splicing process.
Disclosure of Invention
The embodiment of the application provides an erection method of a large-span cantilever steel beam, and aims to solve the problem that time and labor are consumed in the suspension splicing construction in the related technology.
In a first aspect, there is provided a method for erecting a large-span cantilever steel beam, the cantilever steel beam comprising the continuous steel truss beam and a section steel beam connected to the continuous steel truss beam, the continuous steel truss beam defining a cantilever and a rest portion by two supporting points therebelow, the supporting point far from the cantilever being defined as a first supporting point, the method for erecting the section steel beam on the continuous steel truss beam comprising the steps of:
the corresponding support reaction force of the cantilever steel beam and the rest part at the first fulcrum is obtained in advance;
and judging whether the cantilever steel beam meets the integral anti-overturning capacity or not according to two pre-acquired support counter forces, if so, erecting the section steel beam on the steel truss continuous beam, and otherwise, increasing the support counter force of the rest part at the first fulcrum before erecting the section steel beam.
In some embodiments, the specific step of pre-obtaining the corresponding support reaction force of the cantilever steel beam and the rest part at the first fulcrum is:
and constructing a simulation model of the cantilever steel beam and the rest part, and determining a support reaction force Fn of the cantilever steel beam at the first supporting point and a support reaction force Fn1 of the rest part at the first supporting point by finite element analysis.
In some embodiments, the specific steps of determining whether the cantilever steel beam satisfies the overall anti-overturning capability include:
obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn 1;
and judging whether the obtained anti-overturning coefficient is above a preset threshold value, and if so, determining that the cantilever steel beam meets the overall anti-overturning capacity.
In some embodiments, the mathematical formula for obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn1 is as follows:
where Kn is an anti-overturning coefficient of the cantilever steel beam, Fn is a support reaction force of the cantilever steel beam at the first fulcrum, and Fn1 is a support reaction force of the remaining portion at the first fulcrum.
In some embodiments, the step of increasing the abutment reaction force of the remaining portion at the first fulcrum comprises:
and balancing the rest part.
In some embodiments, the step of weighting the remaining portion comprises:
reversely calculating the critical value of the support reaction force Fn1 of the rest part at the first fulcrum according to the threshold value, and determining the concrete amount to be poured at the first fulcrum of the steel truss continuous beam;
and pouring corresponding concrete at the first fulcrum of the steel truss continuous beam according to the determined concrete amount.
In some embodiments, a tensioning mechanism is arranged at a first fulcrum of the steel truss continuous beam, and the support counter force of the rest part at the first fulcrum is increased by adjusting the tension force on the tensioning mechanism.
In some embodiments, the tensioning mechanism includes a pull rod, a bottom end of the pull rod is fixedly disposed, and a top end of the pull rod penetrates through the steel truss continuous beam and is connected with the steel truss continuous beam through a tensioning bolt screwed on the pull rod.
In some embodiments, the step of adjusting the tension force on the tensioning mechanism to increase the abutment counterforce of the remaining portion at the first fulcrum comprises:
and screwing the tensioning bolt.
In some embodiments, the bottom end of the pull rod is connected with the bridge pier through a steel strand pre-embedded on the bridge pier.
The beneficial effect that technical scheme that this application provided brought includes: the counter force of the support is easy to obtain, the calculation is simple, convenient and quick, the construction is simple and quick, and the safety and the reliability are realized.
The embodiment of the application provides a method for erecting large-span cantilever steel beams, the cantilever steel beams comprise a steel truss continuous beam and a section steel beam, the steel truss continuous beam determines a cantilever and the rest part through two fulcrums, the defined cantilever is kept away from the fulcrum of the cantilever is a first fulcrum, the support counter force corresponding to the cantilever steel beam and the rest part at the first fulcrum is obtained in advance, whether the cantilever steel beam has the possibility of integral overturning or not is determined according to the two support counter forces, whether the steel truss continuous beam is subjected to anti-overturning processing or not is determined, in the whole construction process, the support counter force is easy to obtain, the calculation is simple, convenient and quick, the construction is simple and quick, the safety and the reliability are high, whether the anti-overturning capability of the cantilever bridge under each working condition meets the requirement or not can be accurately determined, and the construction efficiency is.
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 view of a cantilever steel beam under a working condition n;
FIG. 2 is a schematic view showing the distribution of the section steel beams to be erected in the cantilever steel beams before being erected on the steel truss continuous beam;
FIG. 3 is a schematic view of the remainder;
FIG. 4 is a schematic elevation view of the top end of the tensioning mechanism;
FIG. 5 is a schematic elevation view of the bottom end of the tensioning mechanism;
in the figure: 1. a steel truss continuous beam; 11. a fulcrum; 12. a cantilever; 13. the remainder; 2. a section steel beam; 3. a tensioning mechanism; 31. a pull rod; 32. tensioning the bolt; 33. steel strand wires; 4. provided is a bridge pier.
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.
The embodiment of the application provides an erection method of large-span cantilever steel beam, and in the whole construction process, the support counter-force is easy to obtain, and the calculation is simple, convenient and quick, and the construction is simple and quick, and safe and reliable can accurately determine whether the anti-overturning capacity of the cantilever bridge under each working condition meets the requirements, thereby improving the construction efficiency.
As shown in fig. 1 to 3, the present invention provides a method for erecting a large-span cantilever steel beam, the cantilever steel beam includes the steel truss continuous beam 1 and a sectional steel beam 2 connected to the steel truss continuous beam 1, the steel truss continuous beam 1 defines a cantilever 12 and a remaining portion 13 through two fulcrums 11 therebelow, the fulcrum 11 far away from the cantilever 13 is defined as a first fulcrum, and the method for erecting the sectional steel beam 2 on the steel truss continuous beam 1 includes the steps of:
s1: the corresponding support reaction force of the cantilever steel beam and the rest part 13 at the first fulcrum is obtained in advance;
s2: and judging whether the cantilever steel beam meets the integral anti-overturning capacity or not according to two pre-acquired support counter forces, if so, erecting the section steel beam 2 on the steel truss continuous beam 1, and otherwise, increasing the support counter force of the rest part 13 at the first fulcrum before erecting the section steel beam 2.
The embodiment of the application provides a method for erecting a section steel beam on a large-span cantilever steel beam, before actually erecting a section steel beam 2 on a steel truss continuous beam 1, firstly dividing the steel truss continuous beam 1 into a cantilever 12 and a rest part 13 after removing the cantilever 12 by two fulcrums 11 arranged at intervals on the steel truss continuous beam 1, defining the fulcrum 11 far away from the cantilever 13 as a first fulcrum and defining the fulcrum 11 close to the cantilever 13 as a second fulcrum, wherein when the cantilever steel beam is in a certain working condition, the cantilever steel beam comprises the steel truss continuous beam 1 and the section steel beam 2 erected on the steel truss continuous beam 1, the second fulcrum divides the cantilever steel beam into a left area and a right area, as can be seen from figure 1, the left area corresponds to the rest part 13, the right area corresponds to the cantilever 12 and the section steel beam 2, and the size of a support of the rest part 13 at the first fulcrum is the total load capacity on the left area, the support reaction force of the cantilever steel beam at the first fulcrum is the sum of the total load capacity of the left area and the right area and the total load capacity of the right area, and therefore, the support reaction force corresponding to the cantilever steel beam and the rest part 13 at the first fulcrum can be obtained through solving even before the section steel beam 2 is erected; and determining whether the cantilever steel beam has the possibility of integral overturning or not according to the two support counter forces obtained by solving to determine whether the anti-overturning treatment is carried out on the steel truss continuous beam 1 or not, wherein in the whole construction process, the calculation is simple, convenient and quick, and the construction efficiency is improved.
In the actual bridge construction, the number of the section steel beams is multiple, as shown in fig. 3, the section steel beam 2 to be erected is not connected with the steel truss continuous beam 1, after one section steel beam 2 is connected with the steel truss continuous beam 1 to form a new steel truss continuous beam, the new steel truss continuous beam and the next section steel beam are used as new cantilever steel beams to judge whether the integral anti-overturning capability is met again, and then the next section steel beam is erected on the new steel truss continuous beam.
Further, the specific step of step S1 is:
a simulation model of the cantilever steel beam and the rest 13 is constructed and a finite element analysis is performed to determine a support reaction force Fn of the cantilever steel beam at the first fulcrum and a support reaction force Fn1 of the rest at the first fulcrum.
As shown in fig. 1, in this embodiment, the support reaction force Fn of the cantilever steel beam at the first fulcrum is a support reaction force under the combined action of the self weight of the part in the left area and the right area and the load thereon, the support reaction force Fn1 of the rest part at the first fulcrum is a support reaction force under the combined action of the self weight of the part in the left area and the load thereon, and both the support reaction force Fn and the support reaction force Fn1 are calculated by a finite element program.
Further, in the step S2, the specific step of determining whether the cantilever steel beam satisfies the overall anti-overturning capability includes:
s201: obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn 1;
s202: and judging whether the obtained anti-overturning coefficient is above a preset threshold value, and if so, determining that the cantilever steel beam meets the overall anti-overturning capacity.
In this embodiment, the preset threshold value is 1.3, and the anti-overturning coefficient safety factor is 1.3 according to the requirements of "design specification of reinforced concrete and prestressed concrete structures of railway bridges and culverts" and "design specification of steel structures of railway bridges and bridges". In the actual construction process, firstly, whether the anti-overturning coefficient calculated by the support reaction force Fn and the support reaction force Fn1 is more than or equal to 1.3 or not is judged, if yes, the cantilever steel beam meets the overall anti-overturning capacity, otherwise, the support reaction force Fn1 is smaller, and measures are taken to ensure that the cantilever steel beam meets the overall anti-overturning capacity before the next section of steel beam is erected.
Further, in the step S201, a mathematical formula for obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn1 is as follows:
where Kn is an anti-overturning coefficient of the cantilever steel beam, Fn is a support reaction force of the cantilever steel beam at the first fulcrum, and Fn1 is a support reaction force of the remaining portion at the first fulcrum.
Further, in step S2, the specific step of increasing the abutment reaction force of the remaining portion 13 at the first fulcrum includes:
the remaining portion 13 is weighted.
In the present embodiment, the weight means to raise the self-weight and/or increase the load on the part in the left area.
Still further, the specific steps of weighting the remaining portion 13 are:
reversely calculating a critical value of the abutment reaction force Fn1 of the remaining portion 13 at the first fulcrum according to the threshold value, and determining the amount of concrete to be poured at the first fulcrum of the steel truss continuous beam 1;
and pouring corresponding concrete at the first fulcrum of the steel truss continuous beam 1 according to the determined concrete amount.
In this embodiment, the threshold is 1.3 as small as one specific value, and the right area part is kept fixed, so that if the anti-overturning coefficient Kn of the cantilever steel beam is to be increased so that Kn is greater than or equal to 1.3, only the left area part needs to be weighted, and a concrete amount of concrete poured at the first fulcrum of the steel truss continuous beam 1 is obtained by reverse calculation.
As shown in fig. 4 to 5, preferably, a tensioning mechanism is provided at a first fulcrum of the steel truss continuous beam 1, and the support reaction force of the remaining part 13 at the first fulcrum is increased by adjusting the tension force on the tensioning mechanism.
The embodiment of the application is another counterweight form, namely a tensioning mechanism is arranged at a first fulcrum, the tensioning force on the tensioning mechanism is increased, the tensioning mechanism is connected with the steel truss continuous beam 1, and the force is transmitted to the steel truss continuous beam 1 to increase the support counter force of the rest part 13 in the steel truss continuous beam 1 at the first fulcrum. And the tension force is similar to the calculation method of the concrete amount, and is not described in detail herein.
As shown in fig. 4 to 5, specifically, the tensioning mechanism includes a pull rod 31, a bottom end of the pull rod 31 is fixedly disposed, and a top end of the pull rod 31 passes through the steel truss continuous beam 1 and is connected to the steel truss continuous beam 1 through a tensioning bolt 32 screwed on the pull rod 31.
Further, the specific steps of adjusting the tension force on the tension mechanism to increase the abutment reaction force of the remaining portion 13 at the first fulcrum are:
tightening the tension bolts 32.
In this embodiment, the pull rod 31 can be tensioned or loosened by rotating the tension bolt 32 on the pull rod 31, the tension force on the pull rod 31 can be increased by screwing the tension bolt 32, the support reaction force of the rest part 13 at the first fulcrum can be increased, and the operation is simple, convenient and quick.
As shown in fig. 5, specifically, the bottom end of the pull rod 31 is connected to the bridge pier 4 through a steel strand 33 embedded in the bridge pier 4. In this embodiment, the top end of the pull rod 31 is connected to the steel truss continuous beam 1, the bottom end is connected to the pier 4 through a steel strand 33, and when the bottom of the pull rod 31 is fixedly arranged, the tension pull bolt 32 is screwed on the steel truss continuous beam 1.
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. A method for erecting a large-span cantilever steel beam, wherein the cantilever steel beam comprises a steel truss continuous beam (1) and a section steel beam (2) connected with the steel truss continuous beam (1), the steel truss continuous beam (1) defines a cantilever (12) and a rest part (13) through two supporting points (11) below the steel truss continuous beam, the supporting point (11) far away from the cantilever (13) is defined as a first supporting point, and the method for erecting the section steel beam (2) on the steel truss continuous beam (1) comprises the following steps:
the corresponding support reaction force of the cantilever steel beam and the rest part (13) at the first fulcrum is obtained in advance;
and judging whether the cantilever steel beam meets the integral anti-overturning capacity or not according to two pre-acquired support counter forces, if so, erecting the section steel beam (2) on the steel truss continuous beam (1), and otherwise, increasing the support counter force of the rest part (13) at the first fulcrum before erecting the section steel beam (2).
2. The erection method of a large-span cantilever steel beam as claimed in claim 1, wherein the specific steps of pre-acquiring the corresponding abutment reaction forces of the cantilever steel beam and the rest part (13) at the first fulcrum are:
and (3) constructing a simulation model of the cantilever steel beam and the rest part (13) and carrying out finite element analysis to determine a support reaction force Fn of the cantilever steel beam at the first supporting point and a support reaction force Fn1 of the rest part at the first supporting point.
3. The erection method of a large-span cantilever steel beam according to claim 2, wherein the specific step of judging whether the cantilever steel beam satisfies the overall anti-overturning capability is:
obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn 1;
and judging whether the obtained anti-overturning coefficient is above a preset threshold value, and if so, determining that the cantilever steel beam meets the overall anti-overturning capacity.
4. The erection method of a large-span cantilever steel beam as claimed in claim 3, wherein the mathematical formula for obtaining the anti-overturning coefficient of the cantilever steel beam according to the support reaction force Fn and the support reaction force Fn1 is as follows:
where Kn is an anti-overturning coefficient of the cantilever steel beam, Fn is a support reaction force of the cantilever steel beam at the first fulcrum, and Fn1 is a support reaction force of the remaining portion at the first fulcrum.
5. A method of erecting a large span cantilever steel girder according to claim 3, wherein the specific step of increasing the abutment reaction force of the remaining portion (13) at the first fulcrum comprises:
-weighting said remaining portion (13).
6. A method of erecting a large span cantilever steel beam according to claim 5, wherein the specific steps of weighting the remaining part (13) are:
inversely calculating the critical value of the abutment reaction force Fn1 of the remaining portion (13) at the first fulcrum, and determining the amount of concrete to be poured at the first fulcrum of the continuous steel truss girder (1), according to the threshold value;
according to the determined concrete amount, pouring corresponding concrete at the first fulcrum of the steel truss continuous beam (1).
7. A method of erecting a large span cantilever steel girder according to claim 3, wherein a tension mechanism is provided at a first fulcrum of the continuous steel truss girder (1), and the abutment reaction force of the remaining portion (13) at the first fulcrum is increased by adjusting a tension force of the tension mechanism.
8. The erection method of a large-span cantilever steel beam as claimed in claim 7, wherein the tension mechanism comprises a pull rod (31), the bottom end of the pull rod (31) is fixedly arranged, the top end of the pull rod (31) passes through the steel truss continuous beam (1) and is connected with the steel truss continuous beam (1) through a tension bolt (32) screwed on the pull rod (31).
9. The method for erecting a large span cantilever steel girder according to claim 8, wherein the step of adjusting the tension force on the tension mechanism to increase the abutment reaction force of the remaining portion (13) at the first fulcrum comprises the steps of:
and tightening the tension bolt (32).
10. A method of erecting a steel girder according to claim 8, wherein the bottom end of the tension rod (31) is connected to the pier (4) by means of a steel strand (33) embedded in the pier (4).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110296866.1A CN113062223A (en) | 2021-03-19 | 2021-03-19 | Erection method of large-span cantilever steel beam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110296866.1A CN113062223A (en) | 2021-03-19 | 2021-03-19 | Erection method of large-span cantilever steel beam |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493364A (en) * | 2011-12-23 | 2012-06-13 | 中铁大桥局股份有限公司 | Ballasting method in large-span girder cantilever construction |
| CN104631300A (en) * | 2014-12-23 | 2015-05-20 | 浙江工业大学 | Method for calculating anti-overturning bearing capacity of single-pier girder bridge |
| CN105951609A (en) * | 2016-03-23 | 2016-09-21 | 中铁四局集团钢结构有限公司 | Wide span variable girder high continuous steel truss bridge cantilever erection mid-span closure construction method |
| CN105970836A (en) * | 2016-03-23 | 2016-09-28 | 中铁四局集团钢结构有限公司 | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever |
-
2021
- 2021-03-19 CN CN202110296866.1A patent/CN113062223A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493364A (en) * | 2011-12-23 | 2012-06-13 | 中铁大桥局股份有限公司 | Ballasting method in large-span girder cantilever construction |
| CN104631300A (en) * | 2014-12-23 | 2015-05-20 | 浙江工业大学 | Method for calculating anti-overturning bearing capacity of single-pier girder bridge |
| CN105951609A (en) * | 2016-03-23 | 2016-09-21 | 中铁四局集团钢结构有限公司 | Wide span variable girder high continuous steel truss bridge cantilever erection mid-span closure construction method |
| CN105970836A (en) * | 2016-03-23 | 2016-09-28 | 中铁四局集团钢结构有限公司 | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever |
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