CN110528392A - A kind of erection method of the full welding steel purlin stiff girder of large-scale suspension bridge - Google Patents
A kind of erection method of the full welding steel purlin stiff girder of large-scale suspension bridge Download PDFInfo
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- CN110528392A CN110528392A CN201910802479.3A CN201910802479A CN110528392A CN 110528392 A CN110528392 A CN 110528392A CN 201910802479 A CN201910802479 A CN 201910802479A CN 110528392 A CN110528392 A CN 110528392A
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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
Abstract
The invention discloses a kind of erection methods of the full welding steel purlin stiff girder of large-scale suspension bridge, comprising the following steps: S1: providing N number of counterweight, note balance weight is G, and 0≤G < secondary dead load F/N；S2: it is connected to by the temporary connection that winds up on the winding up of the girder segment of putting more energy into set up adjacent with girder segment of putting more energy into that should be to be set up by stiff girder segment lifting to main push-towing rope to be set up, and by winding up for the girder segment of putting more energy into be set up；S3: apply a counterweight on the girder segment of putting more energy into be set up, complete the erection of the girder segment of putting more energy into be set up；S4: repeating S2~S3, until the line style that the girder segment of putting more energy into set up is formed by bridge structure is into bridge line style；S5: the lower edge of the two neighboring girder segment of putting more energy into set up is connected by lower edge temporary connection；S6: S2~S5 is repeated, completes the erection of all girder segments of putting more energy into, and form the stiff girder.The erection method will not influence the length of stiff girder, without stopping work, not will increase the internal stress of stiff girder.
Description
Technical field
The present invention relates to technical field of bridge construction, and in particular to a kind of erection of the full welding steel purlin stiff girder of large-scale suspension bridge
Method.
Background technique
The hoisting process of stiff girder be by it is produced put more energy into girder segment 2 from fortune beam ship by loop wheel machine 1 and lifting rope by its
It hangs on main push-towing rope 3, and integral process by bolt or is welded into each segment.The lifting mode of stiff girder mainly use from
Span centre segment starts to promote to two sides king-tower direction, and in view of the symmetry of stiff girder lifting, generally uses symmetrical lifting,
First construct to main pier, king-tower and anchor ingot pier, then carry out the erection of main push-towing rope 3, finally by stiff girder since main span center frame
If the linear variation of stiff girder can be finally reached into through two stages when the weight for girder segment 2 of putting more energy into is added on main push-towing rope paragraph by paragraph
Bridge line style.The span centre of first stage stiff girder is low, two sides are high, and recessed form is presented；The span centre height of second stage stiff girder, two sides
It is low, convex form is presented.
A permanent line style is generally used to set a roof beam in place and set a roof beam in place at bridge line style for large-span suspension bridge beam erection method of putting more energy at present
Two kinds.
One permanent line style beam erecting method are as follows: blanking cutting is carried out according to gap is calculated to the girder segment 2 of putting more energy into being manufactured without in advance,
In stiff girder hoisting process, winding up and interim connection is set, temporary spacing facility is arranged in lower edge, after stiff girder completes lifting,
Lower edge gap is unified to be closed, and permanent weld between beam section is then carried out.
For this scheme in stiff girder hoisting process, interim connection stress of winding up is smaller, convenient for interim connection design, but at
Permanent construction internal force is generated when bridge in stiff girder, this internal force will make lower edge rod piece generate biggish tensile stress.It constructs by this scheme
Afterwards, the stress of actual operation state increases more compared with the stress of design point, larger to the adverse effect of structure.
This method is suitable for the lesser steel box stiffening girder suspension bridge construction of height, but for large span steel truss stiff girder suspension cable
Bridge, since steel truss stiff girder rigidity is big, stiff girder can produce during being transitioned into bridge line style from second stage line style because deforming
Raw biggish internal stress, this internal stress always exist in bridge use process, will cause biggish security risk.And due to
The girder segment 2 that will put more energy into cuts off a part, and the length of the bridge formed after welding is shorter than the bridge length originally designed, is not inconsistent
Close actual design demand.
At bridge line style beam erecting method are as follows: winding up for the adjacent roof beam structure segment 2 of putting more energy into set up 20 to be first temporarily attached to
Together, during roof beam structure segment 2 is put more energy into erection, the linear of stiff girder can be gradually transitions second stage from the first stage,
The girder segment 2 of putting more energy into that a part has been set up in transient process will appear and at the consistent form of bridge line style, at this time first to this part
Adjacent girder segment 2 of putting more energy into wind up 20 and lower edge 21 weld together, then set up residue again and put more energy into roof beam structure segment 2.
Since this method need to weld in erection process in girder segment 2 of partially putting more energy into, but bridge does not lead to, and construction personnel need to be from
The construction area on girder segment 2 of putting more energy into that overhead reaches the part through cat road is welded, and subsequent erection residue adds
Strength roof beam structure segment 2, which must be also put more energy into the part after girder segment 2 all welds, could continue to construct, not only time-consuming and laborious, and
And seriously affect the duration.
Summary of the invention
In view of the deficiencies in the prior art, the purpose of the present invention is to provide a kind of full welding steel purlins of large-scale suspension bridge to add
The erection method of strength beam will not influence the length of stiff girder, without stopping work, not influence the duration.
To achieve the above objectives, the technical solution adopted by the present invention is that:
A kind of erection method of the full welding steel purlin stiff girder of large-scale suspension bridge, the stiff girder includes N number of girder segment of putting more energy into,
The following steps are included:
S1: providing N number of counterweight, and note balance weight is G, and 0≤G < secondary dead load F/N；
S2: by stiff girder segment lifting to main push-towing rope to be set up, and winding up for the girder segment of putting more energy into be set up is logical
Cross the temporary connection that winds up be connected to should be on the winding up of the adjacent girder segment of putting more energy into set up of be set up girder segment of putting more energy into；
S3: apply a counterweight on the girder segment of putting more energy into be set up, complete the girder segment of putting more energy into be set up
It sets up；
S4: repeating S2~S3, until the line style that the girder segment of putting more energy into set up is formed by bridge structure is into bridge line style；
S5: the lower edge of the two neighboring girder segment of putting more energy into set up is connected by lower edge temporary connection；
S6: S2~S5 is repeated, completes the erection of all girder segments of putting more energy into, and form the stiff girder.
Based on the above technical solution, complete the erection of all girder segments of putting more energy into, and formed the stiff girder it
Afterwards, further comprising the steps of:
By the connection seam welding between two girder segments of putting more energy into adjacent in the stiff girder, and removes all winding up and face
When connector and lower edge temporary connection；
All counterweights are removed, and apply the secondary dead load F on the stiff girder.
Based on the above technical solution, 0≤G≤0.7F/N.
Based on the above technical solution, along king-tower center towards spanning center, the stiff girder is divided into first segment,
Two sections and third section；
The weight G=0 of the counterweight of girder segment of putting more energy into the first segment, the stiff girder in the second segment
The weight G=0.52F/N of the counterweight of segment, the weight G=0.65F/ of the counterweight of the girder segment of putting more energy into the third section
N。
Based on the above technical solution, the temporary connection that winds up includes:
Two the first otic placodes, two first otic placodes are set to one to wind up of the girder segment of putting more energy into along direction across bridge interval
End；
Two the second otic placodes, two second otic placodes are another set on the winding up for girder segment of putting more energy into along direction across bridge interval
One end；
Anchor case, one end are rotationally connected between two first otic placodes, and the other end adds for being inserted in described
Between two second otic placodes of the adjacent girder segment of putting more energy into of strength girder segment.
Based on the above technical solution, the first earhole is offered on first otic placode；
The anchor case offers the first through hole through the anchor case, and the first through hole is adapted with first earhole,
And the anchor case is connected by connector with two first otic placodes, the connector be arranged in two first earholes and
Between the first through hole.
Based on the above technical solution, the connector is pin shaft.
Based on the above technical solution, it is offered on the anchor case for girder segment of putting more energy into described in adjacent two
The operation port welded of connecting sewing.
Based on the above technical solution, the lower edge temporary connection includes:
Two the first brackets, two first brackets are set to the one of the lower edge of the girder segment of putting more energy into along direction across bridge interval
End；
Two the second brackets, two second brackets along direction across bridge interval be set to the girder segment of putting more energy into lower edge it is another
One end；
Bearing beam, is set to the lower edge of the girder segment of putting more energy into, and crosses between two first brackets；And the pad
Beam is used to be connected by two the second brackets of two bases put more energy into girder segment adjacent with the girder segment of putting more energy into respectively.
Compared with the prior art, the advantages of the present invention are as follows:
The erection method of the full welding steel purlin stiff girder of large-scale suspension bridge of the invention, using " part counterweight+interim connection "
Combination construction, both reduced in this way stiff girder in the construction process with weight, can be with while by adjusting counterweight size
By the Construction Internal Force generated after erection of putting more energy into control within the field of load that temporary connection designs, stiff girder will not influence
Length, and save the cost do not need to weld two adjacent girder segments of putting more energy into erection process, without stopping work, no
Influence the duration.
Detailed description of the invention
Fig. 1 is the structural schematic diagram that stiff girder is in first stage line style in the prior art；
Fig. 2 is the structural schematic diagram that stiff girder is in second stage line style in the prior art；
Fig. 3 is that stiff girder is in the structural schematic diagram at bridge line style in the prior art；
Fig. 4 is the flow chart of beam erection method of putting more energy into the embodiment of the present invention；
Fig. 5 is the structural schematic diagram that stiff girder is in first stage line style in the embodiment of the present invention；
Fig. 6 is that stiff girder is in the structural schematic diagram at bridge line style in the embodiment of the present invention；
Fig. 7 is the main view of temporary connection of winding up in the embodiment of the present invention；
Fig. 8 is the top view of temporary connection of winding up in the embodiment of the present invention；
Fig. 9 is the main view of lower edge temporary connection in the embodiment of the present invention；
Figure 10 is the top view of lower edge temporary connection in the embodiment of the present invention.
In figure: 1- loop wheel machine, 2- put more energy into girder segment, and 20- winds up, 21- lower edge, 3- main push-towing rope, and 4- winds up temporary connection, 40-
First otic placode, the second otic placode of 41-, 42- anchor case, 43- connector, 44- operation port, 6- counterweight, 7- lower edge temporary connection, 70-
First bracket, 71- bearing beam, the second bracket of 72-, 73- base, 8- connecting sewing.
Specific embodiment
Invention is further described in detail with reference to the accompanying drawings and embodiments.
Referring to fig. 4 shown in -6, the embodiment of the present invention provides a kind of erection method of full welding steel purlin stiff girder of large-scale suspension bridge,
According to the span of stiff girder by stiff girder in advance in factory process at N number of girder segment 2 of putting more energy into comprising following steps:
S1: providing N number of counterweight 6, a corresponding girder segment 2 of putting more energy into per each and every one counterweight 6, and note 6 weight of counterweight is G, and 0 < G <
Secondary dead load F/N；Secondary dead load F can be applied on stiff girder after the completion of erection due to putting more energy into, make stiff girder at bridge line style,
Secondary dead load F/N indicate has set up after each put more energy into girder segment institute 2 receivings secondary dead loads, therefore the embodiment of the present invention foundation two
The weight of the total weight of phase dead load F and the quantity for girder segment 2 of putting more energy into setting counterweight 6, and the 6 weight G of counterweight of the embodiment of the present invention <
Secondary dead load F/N will increase the investment of the fortune equipment such as beam ship and loop wheel machine 1 according to the mode of G=secondary dead load F/N, increase at
This and transport and erection process are more difficult, and will lead to the temporary connection 4 that winds up that adjacent two put more energy between girder segment 2
Stress is bigger, then the requirement and damage to the temporary connection 4 that winds up are bigger, and using counterweight 6 in the embodiment of the present invention
0≤G of weight < secondary dead load F/N, both reduced in this way stiff girder in the construction process with weight, while by adjusting counterweight
Size can control the Construction Internal Force generated after erection of putting more energy within the field of load that temporary connection designs, will not
Influence the length of stiff girder, and save the cost.
S2: the girder segment 2 that will put more energy into passes through loop wheel machine 1 for stiff girder section to be set up by transporting under beam Ship Transportation to loop wheel machine 1
2 lifting of section on main push-towing rope 3, and by the girder segment 2 of putting more energy into be set up wind up 20 by the temporary connection 4 that winds up be connected to
The adjacent girder segment 2 of putting more energy into set up of the girder segment 2 of putting more energy into be set up winds up on 20；Since stiff girder is in erection process
In can become into bridge line style from first stage line style, therefore first by be set up girder segment 2 of putting more energy into wind up 20 with set up
It puts more energy into 20 connections of winding up of girder segment 2, adjacent girder segment 2 of putting more energy into can be fixed together, will not interfere to have set up
It puts more energy into transformation of the lower edge 21 from open configuration to closed state of girder segment 2.
S3: apply a counterweight 6 on the girder segment 2 of putting more energy into be set up, complete the frame of the girder segment 2 of putting more energy into be set up
If the girder segment 2 of putting more energy into that the girder segment 2 of putting more energy into be set up becomes having set up；
S4: if the lower edge 21 of the girder segment 2 of putting more energy into set up at this time still in open configuration, and there is no closure becoming
Gesture, then continuing to repeat step S2~S3, until the line style that the girder segment 2 of putting more energy into set up is formed by bridge structure is Cheng Qiao
Line style；If the lower edge 21 of the girder segment 2 of putting more energy into set up at this time is closed, the girder segment 2 of putting more energy into set up is formed by bridge knot
The line style of structure is at bridge line style, then being transferred to step S5；
S5: the lower edge 21 of the two neighboring girder segment 2 of putting more energy into set up is connected by lower edge temporary connection 7, at this time
The girder segment 2 of putting more energy into set up is at bridge line style and due to the application of counterweight 6, so that the interior of girder segment 2 of putting more energy into set up is answered
Power is smaller, thus using lower edge temporary connection 7 connect after be able to maintain the girder segment 2 of putting more energy into set up at bridge line style, no
Bridge line style can be led into the change that continues for girder segment 2 of putting more energy into, and the embodiment of the present invention is using symmetrical from centre towards both sides
Mode set up stiff girder, due in erection process a part set up put more energy into girder segment 2 be at bridge line style, entire bridge is simultaneously
It is not open-minded, lower edge 21 is connected easily by lower edge temporary connection 7, does not need to reach the portion from overhead through cat road
The construction area put more energy on girder segment 2 set up is divided to be attached, and due to the side by the way of lower edge temporary connection 7
Just quick, the period of construction is not influenced, could for a long time continue to construct without stopping work always.
S6: S2~S5 is repeated, the erection of all girder segments 2 of putting more energy into is completed, and form stiff girder, when all stiff girders
After the completion of segment 2 is set up, the stiff girder of formation is directly into bridge line style.
The erection method of the full welding steel purlin stiff girder of the large-scale suspension bridge of the embodiment of the present invention, using " part counterweight+temporarily connect
Connect " combination construction, girder segment of each putting more energy into is equipped with counterweight, and the counterweight for girder segment receiving of each putting more energy into is less than frame
If the secondary dead load that girder segment of each putting more energy into after complete is born, both reduced in this way stiff girder in the construction process with weight,
Simultaneously by adjusting counterweight size, stiff girder can be lifted in after the Construction Internal Force control that generates convenient for interim connection design
Within the scope of, it will not influence the length of stiff girder, and save the cost, the welding for carrying out stiff girder do not needed in hoisting process,
Without stopping work, the duration is not influenced.
The erection of all girder segments 2 of putting more energy into be done, and formed after stiff girder, it is further comprising the steps of:
S7: the connecting sewing 8 between two adjacent in stiff girder girder segments 2 of putting more energy into is welded, and removes all wind up
Temporary connection 4 and lower edge temporary connection 7；Bridge has led at this time, and erection has terminated, and can directly reach on stiff girder
Construction space welds girder segment 2 of putting more energy into, and forms stiff girder.
S8: removing all counterweights 6, and applies secondary dead load F on stiff girder, due to all weight ratio secondary dead load F
Small, after removing counterweight 6, stiff girder can generate internal stress, after having applied secondary dead load F, can reduce the internal stress of stiff girder, prevent
Influence of the internal stress to bridge.
Optionally, 0≤G≤0.7F/N, it is preferred that will put more energy into along king-tower center towards spanning center in the embodiment of the present invention
Beam is divided into first segment, second segment and third section, and the number of the girder segment 2 of putting more energy into first segment is DS1-DS4, and second segment is put more energy into
The number of girder segment 2 is DS5-DS10, and the number of the girder segment 2 of putting more energy into of third section is DS11-DS47, due to king-tower Bian Shangyou pier
Side bracket, therefore do not need to 2 counterweight of girder segment of putting more energy into being located in first segment, so girder segment 2 of putting more energy into first segment
The weight G=0 of counterweight 6, second segment is close to king-tower, since the counterweight of the girder segment 2 of putting more energy into close to king-tower is more, close to king-tower
Wind up temporary connection 2 and lower edge temporary connection 7 stress it is bigger, but will lead to winding up on the bridge side far from king-tower and face
When connector 2 and lower edge temporary connection 7 stress can very little, so in order to allow the uniform force one of entire temporary connection
A bit, the weight G that will be close to the counterweight 6 of the girder segment 2 of putting more energy into the second segment of king-tower is set as 0.52F/N, will be far from the of king-tower
The counterweight 6 of the weight G=0.65F/N of the counterweight 6 of girder segment 2 of putting more energy into three sections, the girder segment 2 of putting more energy into such third section compare
Larger, the stress of wind up temporary connection 2 and lower edge temporary connection 7 is smaller, the counterweight of the girder segment 2 of putting more energy into second segment
6 is smaller, and the stress of wind up temporary connection 2 and lower edge temporary connection 7 is bigger, and the stress of entire temporary connection is more equal
It is even, and entire counterweight 6 is also more suitable.Referring to following table it is also seen that the weight of the counterweight when the girder segment 2 of putting more energy into second segment
G=0.52F/N is measured, when the weight G=0.65F/N of the counterweight of the girder segment 2 of putting more energy into third section, the weight G of total counterweight 6 is
11246t, the maximum axle power of the temporary connection 4 that winds up are 333t, and the maximum axle power of lower edge temporary connection is 366t, in design
Difficulty is small, and counterweight investment is also less.
1 counterweight scheme of table
Shown in referring to figs. 7 and 8, the temporary connection 4 that winds up includes two the first otic placodes, 40, two the second otic placodes 41 and anchor
Case 42, two the first otic placodes 40 along direction across bridge interval be set to put more energy into girder segment 2 wind up 20 one end；Two 41 edges of the second otic placode
Direction across bridge interval be set to put more energy into girder segment 2 wind up 20 the other end；One end of anchor case 42 is rotationally connected with two the first ears
Between plate 40, the other end is for being inserted in and putting more energy between two the second otic placodes 41 of the adjacent girder segment 2 of putting more energy into of girder segment 2.
Specific connection type are as follows: offer the first earhole on the first otic placode 40；Anchor case 42 is offered through the anchor case 42
First through hole, first through hole is adapted with the first earhole, and anchor case 42 is connected by pin shaft with two the first otic placodes 40, connection
Part 43 is arranged between two the first earholes and first through hole.Also the second earhole is offered on first otic placode 40, is opened on anchor case 42
Equipped with the second through-hole for running through the anchor case 42, first through hole is adapted with the second earhole, when needs pass through the temporary connection 4 that winds up
Connect it is two neighboring put more energy into girder segment 2 when, the anchor case 42 of one of them girder segment 2 of putting more energy into is revolved towards another girder segment 2 of putting more energy into
Turn, and be inserted into anchor case 42 between two the second otic placodes of another girder segment of putting more energy into, and passes through pin shaft or bolt-through second
Anchor case 42 is connect by earhole and the second through-hole with two the second otic placodes, realizes that winding up for two neighboring girder segment 2 of putting more energy into 21 is faced
When connect, when use, need to will only play the rotation of anchor case 42 and can be achieved with.
Further, it offers on anchor case 42 and to be welded for the connecting sewing 8 to adjacent two girder segments 2 of putting more energy into
Operation port 44 is needed after the completion of being set up due to girder segment 2 of putting more energy by the welding of winding up between adjacent girder segment 2 of putting more energy into, anchor case
42 ride upon between connecting sewing 8, and operation port 44 is opened up on anchor case 42, are able to achieve the connection blocked to the temporary connection 4 that winds up
Seam 8 is welded.
Referring to shown in Fig. 9 and Figure 10, lower edge temporary connection 7 includes two the first brackets, 70, two 72 and of the second bracket
Bearing beam 71, two the first brackets 70 are set to one end of the lower edge 21 for girder segment 2 of putting more energy into along direction across bridge interval；Two the second brackets 72
The other end of the lower edge 21 for girder segment 2 of putting more energy into is set to along direction across bridge interval；Bearing beam 71 is set to the lower edge 21 for girder segment 2 of putting more energy into, and
It crosses between two the first brackets 70, due to being equipped at the second bracket 72 of the girder segment of putting more energy on the right in the embodiment of the present invention
Stiffener is not had stiffener with the symmetrical position of the stiffener on the stiff girder on the left side, therefore is replaced using bearing beam 71；And bearing beam
71 by two the second brackets 72 of two bases 73 put more energy into girder segment 2 adjacent with the girder segment 2 of putting more energy into respectively for being connected.
When connecting the lower edge 21 between the girder segment 2 of putting more energy into set up at bridge line style, by two of the girder segment 2 of putting more energy on the right
Second bracket 72 is connected by two bases 73 with the bearing beam 71 of the girder segment 2 of putting more energy on the left side respectively, realizes two neighboring put more energy into
The lower edge of girder segment 2 connects.
The present invention is not limited to the above-described embodiments, for those skilled in the art, is not departing from
Under the premise of the principle of the invention, several improvements and modifications can also be made, these improvements and modifications are also considered as protection of the invention
Within the scope of.The content being not described in detail in this specification belongs to the prior art well known to professional and technical personnel in the field.
Claims (9)
1. a kind of erection method of the full welding steel purlin stiff girder of large-scale suspension bridge, the stiff girder include N number of girder segment of putting more energy into (2),
It is characterized in that, itself the following steps are included:
S1: providing N number of counterweight (6), and note counterweight (6) weight is G, and 0≤G < secondary dead load F/N；
S2: by girder segment of putting more energy into (2) lifting to main push-towing rope (3) to be set up, and by the upper of the girder segment of putting more energy into (2) to be set up
String (20) by the temporary connection that winds up (4) be connected to should girder segment of putting more energy into (2) be set up it is adjacent set up put more energy into
Girder segment (2) winds up on (20)；
S3: apply a counterweight (6) on the girder segment of putting more energy into (2) to be set up, complete the girder segment of putting more energy into be set up
(2) erection；
S4: repeating S2~S3, until the line style that the girder segment of putting more energy into (2) set up is formed by bridge structure is into bridge line style；
S5: the lower edge (21) of the two neighboring girder segment of putting more energy into (2) set up is connected by lower edge temporary connection (7)；
S6: S2~S5 is repeated, completes the erection of all girder segments of putting more energy into (2), and form the stiff girder.
2. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as described in claim 1, which is characterized in that complete all
Girder segment of putting more energy into (2) erection, and formed after the stiff girder, it is further comprising the steps of:
By connecting sewing (8) welding between two girder segments of putting more energy into (2) adjacent in the stiff girder, and remove all wind up
Temporary connection (4) and lower edge temporary connection (7)；
All counterweights (6) are removed, and apply the secondary dead load F on the stiff girder.
3. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as described in claim 1, which is characterized in that 0≤G≤
0.7F/N。
4. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as claimed in claim 3, which is characterized in that along king-tower
The heart is divided into first segment, second segment and third section towards spanning center, by the stiff girder；
The weight G=0 of the counterweight (6) of girder segment of putting more energy into (2) in the first segment, putting more energy into the second segment
The weight G=0.52F/N of the counterweight (6) of girder segment (2), the counterweight (6) of the girder segment of putting more energy into (2) in the third section
Weight G=0.65F/N.
5. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as described in claim 1, which is characterized in that described to wind up
Temporary connection (4) includes:
Two the first otic placodes (40), two first otic placodes (40) are set to the girder segment (2) of putting more energy into along direction across bridge interval
It winds up the one end of (20)；
Two the second otic placodes (41), two second otic placodes (41) are set to the girder segment (2) of putting more energy into along direction across bridge interval
Wind up the other end of (20)；
Anchor case (42), one end are rotationally connected between two first otic placodes (40), and the other end is used to be inserted in and institute
It states between two second otic placodes (41) of the adjacent girder segment of putting more energy into (2) of girder segment of putting more energy into (2).
6. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as claimed in claim 5, which is characterized in that described first
Otic placode offers the first earhole on (40)；
The anchor case (42) offers the first through hole through the anchor case (42), and the first through hole is mutually fitted with first earhole
Match, and the anchor case (42) is connected by connector (43) with two first otic placodes (40), the connector (43) wears
Between two first earholes and the first through hole.
7. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as claimed in claim 6, which is characterized in that the connection
Part (43) is pin shaft.
8. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as claimed in claim 5, which is characterized in that the anchor case
(42) operation port (44) welded for the connecting sewing (8) to girder segment (2) of putting more energy into described in adjacent two is offered on.
9. the erection method of the full welding steel purlin stiff girder of large-scale suspension bridge as described in claim 1, which is characterized in that the lower edge
Temporary connection (7) includes:
Two the first brackets (70), two first brackets (70) are set to the girder segment (2) of putting more energy into along direction across bridge interval
One end of lower edge (21)；
Two the second brackets (72), two second brackets (72) are set to the girder segment (2) of putting more energy into along direction across bridge interval
The other end of lower edge (21)；
Bearing beam (71), is set to the lower edge (21) of girder segment (2) of putting more energy into, and cross at two first brackets (70) it
Between；And the bearing beam (71) is used for through two bases (73) put more energy into girder segment (2) adjacent with the girder segment of putting more energy into (2) respectively
Two the second brackets (72) be connected.
Priority Applications (1)
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| CN110886189A (en) * | 2019-12-11 | 2020-03-17 | 武船重型工程股份有限公司 | Port connecting device and steel truss girder suspension bridge |
| CN111305075A (en) * | 2020-03-24 | 2020-06-19 | 西南交通大学 | Shape-finding rigid connection method for erecting steel truss stiffening beam of suspension bridge |
| CN111455862A (en) * | 2020-04-30 | 2020-07-28 | 中铁大桥科学研究院有限公司 | Construction method of continuous stiffening beam suspension bridge |
| CN112176868A (en) * | 2020-09-04 | 2021-01-05 | 中铁大桥局第七工程有限公司 | Positioning method of welded lower chord for erecting main truss |
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| CN111455862B (en) * | 2020-04-30 | 2022-03-25 | 中铁大桥科学研究院有限公司 | Construction method of continuous stiffening beam suspension bridge |
| CN112176868A (en) * | 2020-09-04 | 2021-01-05 | 中铁大桥局第七工程有限公司 | Positioning method of welded lower chord for erecting main truss |
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