CN110219241A - A kind of folding method of And of Varying Depth steel truss girder - Google Patents
A kind of folding method of And of Varying Depth steel truss girder Download PDFInfo
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- CN110219241A CN110219241A CN201910266859.XA CN201910266859A CN110219241A CN 110219241 A CN110219241 A CN 110219241A CN 201910266859 A CN201910266859 A CN 201910266859A CN 110219241 A CN110219241 A CN 110219241A
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- beam section
- side beam
- boom
- lower boom
- left end
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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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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses the folding method of And of Varying Depth steel truss girder, left side beam section right end includes the first vertical bar that the first top boom, the first lower boom, both ends are connected with the first top boom right end and the first lower boom right end respectively；Right side beam section left end includes the second vertical bar that the second lower boom, bottom end are connected with the second lower boom left end；This method comprises the following steps: direction across bridge position, elevation to design position and the vertical bridge of adjustment left side beam section and right side beam section are to position to practical spacing slightly larger than design spacing；Third lower boom is installed, both ends are separately connected the first lower boom right end and the second lower boom left end；Diagonal web member is installed, bottom end is connected with the first lower boom right end；Second top boom of installation right side beam section left end, the second vertical bar top is connected to the second top boom left end；Third top boom is installed, both ends are separately connected the first top boom right end and the second top boom left end, and diagonal web member top is connected to the second top boom left end.The method, which can be effectively controlled, closes up mouth, and precision is closed up in raising.
Description
Technical field
The present invention relates to closure of bridge structure technical fields, and in particular to a kind of folding method of And of Varying Depth steel truss girder.
Background technique
And of Varying Depth steel truss girder includes the steel truss girder that the steel truss girder and lower edge for And of Varying Depth are And of Varying Depth that winds up.For on airport
For neighbouring erecting steel truss girder, can because the structure height of its integral solder box-structure and by neighbouring airport department, civil aviaton
Limit for height requirement needs scheme construction of putting more energy into using chord curve under variable cross-section at this time.Since girder steel rod piece rigidity is big, LFM signal is difficult
Degree is big, and main span closure is closed up using double cantilevers, and cantilever span is long, and closure segment amount of deflection, corner are big, and closure contraposition is difficult.
Along bridge to girder steel length variation, influenced by temperature, girder steel construction error and installation deviation；The deviation of vertical direction,
It is influenced by installation load, sunshine；The deviation of girder steel direction across bridge is influenced by sunshine and steel girder erection sequence, lifting load, is adjusted
Whole Shi Shunqiao is mutually restricted to, vertical height difference direction, and the position closed up a little is more difficult to control.
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 sides of closing up of And of Varying Depth steel truss girder
Method can be controlled effectively and close up mouth, and precision is closed up in raising.
To achieve the above objectives, the technical solution adopted by the present invention is that: a kind of folding method of And of Varying Depth steel truss girder, institute's frame
If And of Varying Depth steel truss girder include by the left side beam section from vertical bridge to the bridge pier of arrangement and right side beam section that are supported along, the left side
The junction of beam section and right side beam section is to close up mouth；
The left side beam section right end include the first top boom, the first lower boom, both ends respectively with the first top boom right end and
The first connected vertical bar of first lower boom right end；
Right side beam section left end includes the second vertical bar that the second lower boom, bottom end are connected with the second lower boom left end；
The folding method includes the following steps:
The direction across bridge position for adjusting the left side beam section and right side beam section and elevation are to design position；
The vertical bridge for adjusting the left side beam section and right side beam section is slightly larger than design spacing to position to its practical spacing；
Third lower boom is installed, both ends are separately connected the first lower boom right end and the second lower boom left end；
Diagonal web member is installed, bottom end is connected with the first lower boom right end；
Second top boom of installation right side beam section left end, second vertical bar top is connected to the second top boom left end；
Third top boom is installed, both ends are separately connected the first top boom right end and the second top boom left end, the oblique abdomen
Bar top is connected to the second top boom left end.
Further, it in the bridge pier for supporting the left side beam section, selects adjacent near the bridge pier for closing up mouth
Bridge pier, and the bridge pier pier top be arranged the first supporting device；
In the bridge pier for supporting the right side beam section, select near the adjacent bridge pier of the bridge pier for closing up mouth, and
In the bridge pier pier top, the second supporting device is set；
The direction across bridge of the left side beam section and right side beam section is adjusted by first supporting device and the second supporting device
Position and elevation are to design position.
Further, it in the bridge pier for supporting the right side beam section, selects near the bridge pier for closing up mouth, and at this
Third supporting device is arranged in bridge pier pier top；
The vertical bridge for adjusting left side beam section and right side beam section by the third supporting device is bigger to position to practical spacing
In design spacing.
Further, third lower boom is installed, both ends are separately connected the first lower boom right end and the second lower boom left end,
Specifically comprise the following steps:
The first splice plate and the second splice plate are provided, one end of second splice plate offers and third lower boom left end
On the first slotted hole and the first circular hole the second slotted hole and the second circular hole that are adapted to respectively, the other end is installed on the first lower boom
On right end；
The third lower boom right end is installed on the second lower boom left end by first splice plate；
Adjustment left side beam section to the first slotted hole and the second slotted hole substantially overlaps, in the first slotted hole and the second slotted hole
Plug the first pin shaft；
Adjustment left side beam section to the first circular hole and the second circular hole substantially overlaps, and plugs second in the first circular hole and the second circular hole
Pin shaft；
Inserting piling punch and high-strength bolt complete the installation of third lower boom.
Further, the punch includes minor diameter punch and major diameter punch, and inserting piling punch includes the following steps:
First inserting piling minor diameter punch, after the inserting piling for completing all minor diameter punches, using first exiting a minor diameter punching
Nail fills into the mode of a major diameter punch again, completes the inserting piling of all major diameter punches.
Further, second slotted hole and the second circular hole are according to the vertical bridge of the left side beam section and right side beam section to position
The practical spacing set drills.
Further, third top boom is installed, both ends are separately connected the first top boom right end and the second top boom left end,
Specifically comprise the following steps:
Third splice plate is provided and the 4th splice plate, one end of the 4th splice plate offer and third top boom left end
On third slotted hole and third circular hole the 4th slotted hole and the 4th circular hole that are adapted to respectively, the other end is installed on the first top boom
On right end；
The third top boom right end is installed on the second top boom left end by the third splice plate；
Adjustment left side beam section to third slotted hole and the 4th slotted hole substantially overlaps, in third slotted hole and the 4th slotted hole
Plug third pin shaft；
Adjustment left side beam section to third circular hole and the 4th circular hole substantially overlaps, and plugs the 4th in third circular hole and the 4th circular hole
Pin shaft；
Inserting piling punch and high-strength bolt complete the installation of third top boom.
Further, the punch includes minor diameter punch and major diameter punch, and inserting piling punch includes the following steps:
First inserting piling minor diameter punch, after the inserting piling for completing all minor diameter punches, using first exiting a minor diameter punching
Nail fills into the mode of a major diameter punch again, completes the inserting piling of all major diameter punches.
Further, girder erection crane is set in the right side beam section, the third lower edge is lifted by the girder erection crane
Bar, diagonal web member, the second top boom and third top boom.
Further, described after completing the installation between the diagonal web member top connection and the second top boom left end
Folding method further includes the steps that installing bottom lateral bracing, stringer, top bracing and upper horizontal-associate.
Compared with the prior art, the advantages of the present invention are as follows:
The present invention by adjusting the direction across bridge position of left side beam section and right side beam section, elevation and vertical bridge to spacing, reduce
Close up the error of mouth docking, closes up precision to improve, complete the installation of each rod piece of steel truss girder.
Detailed description of the invention
Fig. 1 is the state signal before And of Varying Depth steel truss girder left side beam section and right side beam section provided in an embodiment of the present invention are closed up
Figure；
Fig. 2 is the schematic diagram provided in an embodiment of the present invention installed to third lower boom；
Fig. 3 is the second splice plate schematic diagram provided in an embodiment of the present invention；
Fig. 4 is the schematic diagram provided in an embodiment of the present invention installed to diagonal web member；
Fig. 5 is the schematic diagram provided in an embodiment of the present invention installed to the second top boom；
Fig. 6 is the schematic diagram provided in an embodiment of the present invention installed to third top boom.
In figure: A, left side beam section；B, right side beam section；1, the first top boom；2, the first lower boom；3, the first vertical bar；4,
Two lower booms；5, the second vertical bar；6, third lower boom；7, diagonal web member；8, the second top boom；9, third top boom；10, bridge pier；
11, the second splice plate；110, the second slotted hole；111, the second circular hole.
Specific embodiment
Invention is further described in detail with reference to the accompanying drawings and embodiments.
Shown in Figure 1 the embodiment of the invention provides a kind of folding method of And of Varying Depth steel truss girder, what is set up gets higher
Degree steel truss girder include by the left side beam section A from vertical bridge to the bridge pier 10 of arrangement and right side beam section B that supports along, left side beam section A with
The junction of right side beam section B is to close up mouth；
It is shown in Figure 2, left side beam section A right end include the first top boom 1, the first lower boom 2, both ends respectively with first on
The first vertical bar 3 that 1 right end of chord member and 2 right end of the first lower boom are connected；The right side left end beam section B include the second lower boom 4, bottom end with
The second connected vertical bar 5 of second lower boom, 4 left end；
Folding method includes the following steps:
S1: adjustment left side beam section A and right side beam section B direction across bridge position and elevation adjust left side beam section A to design position
It is slightly larger than design spacing to position to its practical spacing with the vertical bridge of right side beam section B；By adjusting left side beam section and right side beam section
Direction across bridge position, elevation and vertical bridge to spacing, reduce close up mouth docking error, thus improve close up precision；
It specifically includes as follows step by step:
S10: before closure construction starts, the girder erection crane 12 on the beam section A of left side is retracted into the bridge of support left side beam section A
On pier 10, the girder erection crane 12 on the beam section B of right side retracts certain distance towards far from the direction for closing up mouth；By on the beam section B of right side
Girder erection crane 12 lift third lower boom 6, diagonal web member 7, the second top boom 8 and third top boom 9.
S11: on the left of the support in the bridge pier 10 of beam section A, selecting the bridge pier 10 adjacent near the bridge pier 10 of mouth is closed up,
And the first supporting device is set in 10 pier top of bridge pier；
In the bridge pier 10 of support right side beam section B, the selection bridge pier 10 adjacent near the bridge pier 10 of mouth is closed up, and
The second supporting device is arranged in 10 pier top of bridge pier；
In the bridge pier 10 of support right side beam section B, selection is set near the bridge pier 10 for closing up mouth, and in 10 pier top of bridge pier
Set third supporting device；
In the present embodiment, the first supporting device and the second supporting device, third supporting device all use three-dimensional jack, with
Traditional girder steel, which closes up, to be compared, and is reduced cumbersome pier top arrangement, has been saved cost, and controlled by digital control system, can be with
The synchronism for improving top lifting, avoids problem of stress concentration during top lifting.
S12: before closing up, real-time monitoring close up at mouth left side beam section A right end and the right side left end beam section B actual shifts value,
Coordinate value and distance, as the foundation for closing up adjustment；
S13: according to above-mentioned monitoring result, pass through the first supporting device and the second supporting device adjustment left side beam section A and the right side
The direction across bridge position of curb girder section B and elevation adjust left side beam section A and right side beam section B by third supporting device to design position
Vertical bridge to position, make the practical spacing of left side beam section A and right side beam section B slightly larger than design spacing.
S2: it is shown in Figure 2, third lower boom 6 is installed, both ends are separately connected under 2 right end of the first lower boom and second
4 left end of chord member；
Specifically comprise the following steps:
S20: the first splice plate and the second splice plate 11 are provided, wherein shown in Figure 3, one end of the second splice plate 11
It offers and the first slotted hole and the second slotted hole 110 and second for being adapted to respectively of the first circular hole on 6 left end of third lower boom
Circular hole 111, the other end are installed on 2 right end of the first lower boom by punch and high-strength bolt；In this step, the second slotted hole
110 and second circular hole 111 drilled according to the vertical bridge of left side beam section A and right side beam section B to the practical spacing of position.
S21: 6 right end of third lower boom is installed on 4 left end of the second lower boom by the first splice plate, and is inserted as required
Beat punch；
S22: the first supporting device to the first slotted hole of adjustment left side beam section A is substantially overlapped with the second slotted hole 110,
First slotted hole and the second slotted hole 110 plug the first pin shaft, keep 6 left end of third lower boom and 2 right end of the first lower boom preliminary
Connection；
S23: the first supporting device to the first circular hole of adjustment left side beam section A is substantially overlapped with the second circular hole 111, first
Circular hole and the second circular hole 111, which plug the second pin shaft, docks 6 left end of third lower boom accurately with 2 right end of the first lower boom；Inserting piling
During first pin shaft and the second pin shaft, it is adjusted if desired, the first supporting device can be continued to use.
S24: inserting piling punch and high-strength bolt are securely bolted, and complete the installation of third lower boom 6.Punch inserting piling
Process is carried out in two steps: first inserting piling minor diameter punch is tentatively aligned, and fills into one again using a minor diameter punch is first exited
The mode of root major diameter punch, then change minor diameter punch into major diameter punch and be accurately positioned, complete all major diameter punchings
The inserting piling of nail.The accurate adjustment for closing up mouth is carried out using the punch of different-diameter, and tradition is not taken to close up in engineering method to closing up
The top of mouth is drawn, and the damage during top is drawn to mouthful rod piece is closed up is avoided.
S3: it is shown in Figure 4, diagonal web member 7 is installed, top wouldn't install, and bottom end is connected with 2 right end of the first lower boom,
And inserting piling punch, the angle of diagonal web member 7 is adjusted, the installation for influencing subsequent rod piece is avoided；
S4: shown in Figure 5, the second top boom 8 of the installation right side left end beam section B, 5 top of the second vertical bar is connected to second
8 left end of top boom, and inserting piling punch as required；
S5: it is shown in Figure 6, third top boom 9 is installed, both ends are separately connected on 1 right end of the first top boom and second
8 left end of chord member, 7 top of diagonal web member are connected to 8 left end of the second top boom.
Specifically comprise the following steps:
S50: providing third splice plate and the 4th splice plate, and one end of the 4th splice plate offers left with third top boom 9
The 4th slotted hole and the 4th circular hole that third slotted hole and third circular hole on end are adapted to respectively, the other end pass through punch and high-strength
Degree bolt is installed on 1 right end of the first top boom；In this step, the 4th slotted hole and the 4th circular hole are according to left side beam section A and the right side
The vertical bridge of curb girder section B drills to the practical spacing of position.
S51: 9 right end of third top boom is installed on 8 left end of the second top boom by third splice plate, and is inserted as required
Beat punch；
S52: the first supporting device to the third slotted hole and the 4th slotted hole of adjustment left side beam section A substantially overlaps, the
Three slotted holes and the 4th slotted hole plug third pin shaft, connect 9 left end of third top boom tentatively with 1 right end of the first top boom；
S53: the first supporting device to the third circular hole and the 4th circular hole of adjustment left side beam section A substantially overlaps, in third circle
Hole and the 4th circular hole plug the 4th pin shaft, dock 9 left end of third top boom accurately with 1 right end of the first top boom；Inserting piling third
During pin shaft and the 4th pin shaft, it is adjusted if desired, the first supporting device can be continued to use.
S54: inserting piling punch and high-strength bolt are securely bolted, and complete the installation of third top boom 9.Punch inserting piling
Process is carried out in two steps: first inserting piling minor diameter punch is tentatively aligned, and fills into one again using a minor diameter punch is first exited
The mode of root major diameter punch, then change minor diameter punch into major diameter punch and be accurately positioned, complete all major diameter punchings
The inserting piling of nail.
S55: angle to its top of adjustment diagonal web member 7 can be closed with 8 left end bolt of the second top boom, inserting piling punch and general bolt
Realization is closed up.
S6: installation bottom lateral bracing, stringer, top bracing and upper horizontal-associate apply stubborn high-strength bolt.
The construction working of this construction method should avoid the influence of sunshine and wind-force, complete as early as possible incessantly without letup,
And the interim longitudinal restraint in the beam section B of right side near the bridge pier 10 for closing up mouth is released in time, so that girder steel is varied with temperature certainly
By stretching.
Since steel truss girder closes up influencing each other for deviation, the deviation in a direction is adjusted, other deviations may be produced
It is raw to influence, therefore measure each azimuth deviation at any time during adjusting, it is comprehensive to use various method for correcting error, it is ensured that smoothly to close
Dragon.
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 (10)
1. a kind of folding method of And of Varying Depth steel truss girder, which is characterized in that
The And of Varying Depth steel truss girder set up includes by the left side beam section (A) supported along vertical bridge to the bridge pier (10) of arrangement and the right side
The junction of curb girder section (B), the left side beam section (A) and right side beam section (B) is to close up mouth；
Left side beam section (A) right end include the first top boom (1), the first lower boom (2), both ends respectively with the first top boom
(1) the first vertical bar (3) that right end and the first lower boom (2) right end are connected；
It is erected including the second lower boom (4), bottom end are connected with the second lower boom (4) left end second the right side beam section left end (B)
Bar (5)；
The folding method includes the following steps:
The direction across bridge position for adjusting the left side beam section (A) and right side beam section (B) and elevation are to design position；
The vertical bridge for adjusting the left side beam section (A) and right side beam section (B) is slightly larger than design spacing to position to its practical spacing；
It installs third lower boom (6), both ends are separately connected the first lower boom (2) right end and the second lower boom (4) left end；
It installs diagonal web member (7), bottom end is connected with the first lower boom (2) right end；
Second top boom (8) of installation right side left end beam section (B), the second vertical bar (5) top is connected to the second top boom (8)
Left end；
It installs third top boom (9), both ends are separately connected the first top boom (1) right end and the second top boom (8) left end, described
Diagonal web member (7) top is connected to the second top boom (8) left end.
2. the folding method of And of Varying Depth steel truss girder as described in claim 1, it is characterised in that: supporting the left side beam section
(A) in bridge pier (10), selection and the bridge pier (10) adjacent near the bridge pier (10) for closing up mouth, and in the bridge pier (10)
The first supporting device is arranged in pier top；
In the bridge pier (10) for supporting the right side beam section (B), select and adjacent near the bridge pier (10) for closing up mouth
Bridge pier (10), and the second supporting device is set in bridge pier (10) pier top；
The cross-bridges of the left side beam section (A) and right side beam section (B) is adjusted by first supporting device and the second supporting device
To position and elevation to design position.
3. the folding method of And of Varying Depth steel truss girder as described in claim 1, it is characterised in that:
In the bridge pier (10) for supporting the right side beam section (B), select near the bridge pier (10) for closing up mouth, and in the bridge
Third supporting device is arranged in pier (10) pier top；
It is omited by the vertical bridge that the third supporting device adjusts left side beam section (A) and right side beam section (B) to position to practical spacing
Greater than design spacing.
4. the folding method of And of Varying Depth steel truss girder as described in claim 1, which is characterized in that installation third lower boom (6),
Both ends are separately connected the first lower boom (2) right end and the second lower boom (4) left end, specifically comprise the following steps:
The first splice plate and the second splice plate (11) are provided, one end of second splice plate (11) offers and third lower boom
(6) the second slotted hole (110) and the second circular hole (111) that the first slotted hole on left end and the first circular hole are adapted to respectively, it is another
End is installed on the first lower boom (2) right end；
Third lower boom (6) right end is installed on the second lower boom (4) left end by first splice plate；
Adjustment left side beam section (A) to the first slotted hole and the second slotted hole (110) substantially overlaps, long in the first slotted hole and second
Circular hole (110) plugs the first pin shaft；
Adjustment left side beam section (A) to the first circular hole and the second circular hole (111) substantially overlaps, in the first circular hole and the second circular hole
(111) the second pin shaft is plugged；
Inserting piling punch and high-strength bolt complete the installation of third lower boom (6).
5. the folding method of And of Varying Depth steel truss girder as claimed in claim 4, it is characterised in that: the punch includes minor diameter punching
Nail and major diameter punch, inserting piling punch include the following steps:
First inserting piling minor diameter punch, after the inserting piling for completing all minor diameter punches, using first exiting a minor diameter punch again
The mode for filling into a major diameter punch completes the inserting piling of all major diameter punches.
6. the folding method of And of Varying Depth steel truss girder as claimed in claim 4, it is characterised in that: second slotted hole (110)
It is bored according to the vertical bridge of the left side beam section (A) and right side beam section (B) to the practical spacing of position with the second circular hole (111)
Hole.
7. the folding method of And of Varying Depth steel truss girder as described in claim 1, which is characterized in that installation third top boom (9),
Both ends are separately connected the first top boom (1) right end and the second top boom (8) left end, specifically comprise the following steps:
Third splice plate is provided and the 4th splice plate, one end of the 4th splice plate offer and third top boom (9) left end
On third slotted hole and third circular hole the 4th slotted hole and the 4th circular hole that are adapted to respectively, the other end is installed on the first top boom
(1) on right end；
Third top boom (9) right end is installed on the second top boom (8) left end by the third splice plate；
Adjustment left side beam section (A) to third slotted hole and the 4th slotted hole substantially overlaps, in third slotted hole and the 4th slotted hole
Plug third pin shaft；
Adjustment left side beam section (A) is substantially overlapped to third circular hole and the 4th circular hole, plugs the 4th in third circular hole and the 4th circular hole
Pin shaft；
Inserting piling punch and high-strength bolt complete the installation of third top boom (9).
8. the folding method of And of Varying Depth steel truss girder as claimed in claim 7, it is characterised in that: the punch includes minor diameter punching
Nail and major diameter punch, inserting piling punch include the following steps:
First inserting piling minor diameter punch, after the inserting piling for completing all minor diameter punches, using first exiting a minor diameter punch again
The mode for filling into a major diameter punch completes the inserting piling of all major diameter punches.
9. the folding method of And of Varying Depth steel truss girder as described in claim 1, it is characterised in that: set on the right side beam section (B)
Girder erection crane (12) are set, lift the third lower boom (6), diagonal web member (7), the second top boom by the girder erection crane (12)
(8) and third top boom (9).
10. the folding method of And of Varying Depth steel truss girder as described in claim 1, it is characterised in that: complete the diagonal web member (7)
Top connection with the second top boom (8) left end between installation after, the folding method further include install bottom lateral bracing, stringer,
The step of top bracing and upper horizontal-associate.
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| CN201910266859.XA CN110219241A (en) | 2019-04-03 | 2019-04-03 | A kind of folding method of And of Varying Depth steel truss girder |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111119070A (en) * | 2019-12-24 | 2020-05-08 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003193419A (en) * | 2001-12-25 | 2003-07-09 | Sato Tekko Co Ltd | Reinforcing structure of steel truss bridge |
| CN101525866A (en) * | 2009-04-17 | 2009-09-09 | 中铁大桥局股份有限公司 | Multiple girder steel beam compel closure technique using deviation of temporary rest pier |
| CN102373671A (en) * | 2011-11-18 | 2012-03-14 | 中铁四局集团有限公司 | Steel trussed beam and flexible arch bridge construction method with vault pushing |
| CN102561208A (en) * | 2012-03-28 | 2012-07-11 | 中铁二院工程集团有限责任公司 | Method of tower-girder spontaneous construction for railway steel trussed cable-stayed bridge |
| CN103290785A (en) * | 2013-06-30 | 2013-09-11 | 中铁一局集团有限公司 | Closure method for height variable continuous steel truss girder |
| KR101391637B1 (en) * | 2012-03-21 | 2014-05-07 | 원대연 | Constrution methoed for Prestressed Composite Truss girder using steel truss member |
| CN107059644A (en) * | 2017-06-09 | 2017-08-18 | 中交第公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN208121586U (en) * | 2018-04-09 | 2018-11-20 | 中铁大桥局集团第六工程有限公司 | A kind of attachment device for porous freely-supported approximation arch steel truss erection |
-
2019
- 2019-04-03 CN CN201910266859.XA patent/CN110219241A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003193419A (en) * | 2001-12-25 | 2003-07-09 | Sato Tekko Co Ltd | Reinforcing structure of steel truss bridge |
| CN101525866A (en) * | 2009-04-17 | 2009-09-09 | 中铁大桥局股份有限公司 | Multiple girder steel beam compel closure technique using deviation of temporary rest pier |
| CN102373671A (en) * | 2011-11-18 | 2012-03-14 | 中铁四局集团有限公司 | Steel trussed beam and flexible arch bridge construction method with vault pushing |
| KR101391637B1 (en) * | 2012-03-21 | 2014-05-07 | 원대연 | Constrution methoed for Prestressed Composite Truss girder using steel truss member |
| CN102561208A (en) * | 2012-03-28 | 2012-07-11 | 中铁二院工程集团有限责任公司 | Method of tower-girder spontaneous construction for railway steel trussed cable-stayed bridge |
| CN103290785A (en) * | 2013-06-30 | 2013-09-11 | 中铁一局集团有限公司 | Closure method for height variable continuous steel truss girder |
| CN107059644A (en) * | 2017-06-09 | 2017-08-18 | 中交第公路工程局有限公司 | A kind of asymmetric unsupported installation method of sliding roadway arch |
| CN208121586U (en) * | 2018-04-09 | 2018-11-20 | 中铁大桥局集团第六工程有限公司 | A kind of attachment device for porous freely-supported approximation arch steel truss erection |
Non-Patent Citations (1)
| Title |
|---|
| 中国铁路工程发包公司: "《侯月铁路》", 31 May 2002 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111119070A (en) * | 2019-12-24 | 2020-05-08 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
| CN111119070B (en) * | 2019-12-24 | 2022-02-11 | 江苏中铁山桥重工有限公司 | Method for erecting W-shaped steel truss girder by adopting symmetrical gantry crane suspension assembly |
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