CN114382015A - Construction method for vertical rotation of special-shaped steel main tower of cable-stayed bridge - Google Patents
Construction method for vertical rotation of special-shaped steel main tower of cable-stayed bridge Download PDFInfo
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- CN114382015A CN114382015A CN202110720398.6A CN202110720398A CN114382015A CN 114382015 A CN114382015 A CN 114382015A CN 202110720398 A CN202110720398 A CN 202110720398A CN 114382015 A CN114382015 A CN 114382015A
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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
- E01D21/08—Methods or apparatus specially adapted for erecting or assembling bridges by rotational movement of the bridge or bridge sections
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
Abstract
The invention discloses a construction method for vertical turning of a special-shaped steel main tower of a cable-stayed bridge, which comprises the steps of erecting a temporary assembling platform, assembling a steel auxiliary tower, debugging hydraulic synchronous vertical turning system equipment, synchronously loading a vertical turning device and a stabilizing rigging in a grading manner, stopping the bridge tower for more than 2 hours after pre-vertical turning, starting formal vertical turning on the premise of ensuring the absolute safety of the whole vertical turning working condition, vertically turning to a position close to a design position, measuring and controlling, slowing down the vertical turning speed, finely adjusting the vertical direction of each bridge tower by using hydraulic vertical turning equipment, accurately positioning, and performing bridge tower folding welding work and hydraulic synchronous vertical turning system equipment unloading work after the vertical turning is in place. The construction method for the vertical rotation of the special-shaped steel main tower of the cable-stayed bridge solves the problems that compared with construction methods such as erecting an integral support and the like, the construction method has great convenience and construction period superiority, construction measure cost is reduced, the total construction period is shortened, and the construction method is high in practicability and innovation.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a construction method for a special-shaped steel main tower vertical rotation body of a cable-stayed bridge.
Background
With the development of domestic construction technology, more and more bridge types appear in eyes of people, and in bridge turning construction, the horizontal turning application is more, but the vertical turning application is less. The existing bridge is more and more attractive, and the attractiveness and the new requirements on construction modes are provided, and the application of vertical rotators is more and more in the future, which is also the trend of development of times, wherein the cable-stayed bridge is a bridge with a bridge deck suspended by stay cables, also called as a diagonal bridge, and is a structural system formed by combining a pressure-bearing tower, a pulled cable and a bending-bearing beam body. The inclined bridge is used as a guy cable system, has larger spanning capability than a beam bridge, and is the most main bridge type of a large-span bridge.
Compared with construction modes such as erecting an integral support and the like, the construction of the traditional bridge is inconvenient, construction measure expense and construction period cannot be reduced in the traditional construction, and the traditional construction is not high in practicability and innovation.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides a construction method for vertical rotation of a special-shaped steel main tower of a cable-stayed bridge, which solves the problems that compared with construction modes such as erecting an integral support and the like, the construction is inconvenient, in addition, the construction measure expense and the construction period can not be reduced in the traditional construction, and the traditional construction is not high in practicability and innovation.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: a construction method for vertical rotation of a special-shaped steel main tower of a cable-stayed bridge comprises the following steps:
s1, building a temporary assembly platform, assembling the main tower structure at an angle of 5 degrees with the bridge deck, and completing integral assembly on the ground;
s2, assembling the steel auxiliary tower, installing suspension cages at two sides, a hydraulic lifter, a rotary winch and the like, installing a steel auxiliary tower portal on the bridge tower, arranging a front pull anchor point on the bridge tower, and arranging a rear pull anchor point near a pier on the ground;
s3, debugging hydraulic synchronous vertical rotation system equipment, and trying vertical rotation;
s4, synchronously loading the vertical turners and the stabilizing rigging in a grading manner;
s5, the bridge tower stays for more than 2 hours after pre-vertical rotation, the temporary vertical rotation structure, the stable cable system, the vertical rotation system, the foundation, the hoisting point, the bottom hinge point and the like are checked, and formal vertical rotation is started on the premise of confirming the absolute safety of the whole vertical rotation working condition
S6, vertically rotating to a position close to the design position, measuring and controlling, slowing down the vertical rotation speed, and finely adjusting each bridge tower in the vertical direction by using hydraulic vertical rotation equipment to accurately position;
s7, after the vertical rotation is in place, carrying out bridge tower folding welding work;
s8, unloading the hydraulic synchronous vertical rotation system equipment until the steel strand is completely loosened, so that the whole bridge tower falls; and all the hydraulic synchronous vertical rotation equipment, the steel auxiliary tower and other temporary measures for vertical rotation are removed, and the vertical rotation installation work of the bridge tower is completed.
Preferably, in step S1, the maximum span of the stay cable is 180m, and the main bridge is a single-tower double-span hybrid beam cable-stayed bridge of 32m, 38m, and 110 m.
Preferably, in the step S2, the anchor pulling points are divided into front anchors and rear anchors, the front anchors are pre-tensioning anchor points, and are composed of tensioning-dedicated steel strands, front anchor ear plates, tensioning spreaders, and the like, 2 tensioning anchor points are respectively provided on one side of the bridge tower, and 2 tensioning spreaders are used as a single tensioning anchor point.
Preferably, the rear anchor is a lifting anchor point and comprises a rear-pull foundation, a lifting special steel strand, a hydraulic lifter, a lifting sling, a rear anchor embedded part ear plate, a temporary pier and the like, and 2 lifting hoisting points are correspondingly arranged on one side of the bridge tower.
Preferably, in the step S2, the hydraulic lifter is provided with a special lifting platform when in use.
Preferably, in the step S2, the steel secondary tower portal upright post is a circular pipe of P420x16, the transverse web member and the diagonal web member are P180x6, the intermediate connection truss cross bar is a circular pipe of P273x10, and the transverse web member and the diagonal web member are P180x 6.
Preferably, the pressure of the hydraulic lifter is 3-4 MPa.
Preferably, in the step 6, the measurement control is a computer control system, wherein when the lifting points are not synchronous uniformly, the maximum height difference early warning value is 20-25 mm.
(III) advantageous effects
The invention provides a construction method for a special-shaped steel main tower vertical rotating body of a cable-stayed bridge. Compared with the prior art, the method has the following beneficial effects: the construction method for the vertical turning of the deformed steel main tower of the cable-stayed bridge is characterized in that the main tower structure is spliced and arranged at an angle of 5 degrees with a bridge floor, the integral splicing is finished on the ground, suspension cages, hydraulic lifters, turning winches and the like on two sides are installed, a steel auxiliary tower portal frame is installed on a bridge tower, a front pull anchor point is arranged on the bridge tower, a rear pull anchor point is arranged near a pier on the ground, hydraulic synchronous vertical turning system equipment debugging is carried out, vertical turning is tried, a vertical turning device and a stabilizing rigging are synchronously and hierarchically loaded, the bridge tower stays for more than 2 hours after being pre-vertically turned, a temporary vertical turning structure, a stabilizing rigging system, a vertical turning system, a foundation, a suspension point, a bottom hinge point and the like are checked, vertical formal turning is started on the premise that the working condition of the whole vertical turning is absolutely safe, the vertical turning is turned to be close to a design position, the vertical turning speed is measured and controlled, fine adjustment in the vertical direction is carried out on each bridge tower by utilizing the hydraulic vertical turning equipment, the accurate positioning is carried out, after the vertical rotation is in place, the bridge tower is closed and welded until the steel strand is completely loosened, so that the whole bridge tower is located, hydraulic synchronous vertical rotation equipment, a steel auxiliary tower and other temporary measures for vertical rotation are completely removed, the vertical rotation installation work of the bridge tower is completed, the problems that compared with the construction mode of erecting an integral support and the like, the vertical rotation installation work of the bridge tower has great convenience and construction period superiority, in addition, the construction measure cost is reduced, the total construction period is shortened, the practicability is high, the innovation is high, and the problem of vertical rotation construction of a special-shaped steel main tower can be effectively solved.
Drawings
FIG. 1 is a first schematic view of the process of the present invention;
FIG. 2 is a second schematic view of the process of the present invention;
FIG. 3 is a third schematic view of the process of the present invention;
FIG. 4 is a fourth schematic view of the process of the present invention;
FIG. 5 is a fifth schematic of the process of the present invention;
FIG. 6 is a sixth schematic of the process of the present invention;
FIG. 7 is a seventh schematic of the process of the present invention;
FIG. 8 is an eighth schematic of the process of the present invention;
FIG. 9 is a ninth schematic view of the process of the present invention;
FIG. 10 is a schematic plan view of a temporary pier assembled by a cable tower according to the present invention;
FIG. 11 is a cross-sectional view of a temporary pier assembled by a pylon according to the present invention;
FIG. 12 is a schematic view of the installation of code plates according to the method of the present invention;
FIG. 13 is a schematic illustration of a bridge tower hinge according to the method of the present invention;
FIG. 14 is a schematic view of a hinge-to-hinge joint according to the method of the present invention;
FIG. 15 is a cross-sectional view of a swivel joint according to the method of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention are clearly and completely described, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
Referring to fig. 1 to 11, an embodiment of the present invention provides a technical solution: a construction method for vertical rotation of a special-shaped steel main tower of a cable-stayed bridge comprises the following steps:
s1, building a temporary assembly platform, assembling the main tower structure at an angle of 5 degrees with the bridge deck, and completing integral assembly on the ground;
s2, assembling the steel auxiliary tower, installing suspension cages at two sides, a hydraulic lifter, a rotary winch and the like, installing a steel auxiliary tower portal on the bridge tower, arranging a front pull anchor point on the bridge tower, and arranging a rear pull anchor point near a pier on the ground;
s3, debugging hydraulic synchronous vertical rotation system equipment, and trying vertical rotation;
s4, synchronously loading the vertical turners and the stabilizing rigging in a grading manner;
s5, the bridge tower stays for more than 2 hours after pre-vertical rotation, the temporary vertical rotation structure, the stable cable system, the vertical rotation system, the foundation, the hoisting point, the bottom hinge point and the like are checked, and formal vertical rotation is started on the premise of confirming the absolute safety of the whole vertical rotation working condition
S6, vertically rotating to a position close to the design position, measuring and controlling, slowing down the vertical rotation speed, and finely adjusting each bridge tower in the vertical direction by using hydraulic vertical rotation equipment to accurately position;
s7, after the vertical rotation is in place, carrying out bridge tower folding welding work;
s8, unloading the hydraulic synchronous vertical rotation system equipment until the steel strand is completely loosened, so that the whole bridge tower falls; and all the hydraulic synchronous vertical rotation equipment, the steel auxiliary tower and other temporary measures for vertical rotation are removed, and the vertical rotation installation work of the bridge tower is completed.
Further, in the step S1, the maximum span of the stay cable is 180m, and the main bridge is a single-tower double-span hybrid beam cable-stayed bridge of 32m, 38m, and 110 m.
Further, in the step S2, the anchor pulling points are divided into front anchors and rear anchors, the front anchors are pre-tensioning anchor points, and are composed of tensioning-dedicated steel strands, front anchor ear plates, tensioning hangers, and the like, 2 tensioning anchor points are correspondingly arranged on one side of the bridge tower, and 2 tensioning hangers are used for a single tensioning anchor point.
Furthermore, the rear anchor is a lifting anchor point and is composed of a rear-pull foundation, a lifting special steel strand, a hydraulic lifter, a lifting sling, a rear anchor embedded part ear plate, a temporary pier and the like, and 2 lifting hoisting points are correspondingly arranged on one side of the bridge tower.
Further, in the step S2, the hydraulic lifter is provided with a dedicated lifting platform when in use.
Further, in the step S2, the column of the steel secondary tower portal is a circular pipe of P420x16, the transverse web member and the diagonal web member are P180x6, the cross bar of the intermediate connection truss is a circular pipe of P273x10, and the transverse web member and the diagonal web member are P180x 6.
Further, the pressure of the hydraulic lifter is adjusted to be 3-4 MPa.
Further, in the step 6, the measurement control is a computer control system, wherein when the lifting points are not synchronous uniformly, the maximum height difference early warning value is 20-25 mm.
During operation, 1, the steel cable tower assembly jig frame is installed
According to the dead weight of the steel cable tower segment and the on-site geological conditions, the temporary buttress adopts a structural form of a steel pipe lattice column, an H-shaped steel beam and a stand column adjusting section, when the temporary buttress is installed, the temporary buttress is integrally assembled and manufactured on the ground, and is installed by integrally hoisting in place, so that the overall stability of the temporary buttress is enhanced, and the steel pipe buttress flange blind plate and the concrete foundation are fixed at the bottom of the temporary buttress by adopting embedded steel bars. And the steel pipe buttress flange blind plate is welded with the pre-reinforcing steel bars, the rigidity and stability of the column base are enhanced, and the temporary supporting and adjusting are carried out by adopting an adjusting section jack. The method is mainly used for adjusting the elevation of the steel cable tower during hoisting of the steel cable tower and integrally unloading the steel cable tower after installation.
2. Assembly of cable tower segments on jig frame
(1) Standing and positioning a 400t truck crane at the position in the hoisting span, and paving a road substrate (the truck crane is provided with the road substrate) below each supporting leg;
(2) selecting 4 steel wire rope slings with the diameter of 64mm and the tensile strength of more than or equal to 1870N/mm2 and 4 shackles which can bear 55t respectively, and locking the 4 shackles on 4 lifting lugs of the steel box girder;
(3) commanding the truck crane to slowly hoist, stopping 10 minutes when the steel box girder is about 100mm away from the ground, and performing three checks: the method includes the steps that whether the stress of the crane is good or not is judged; whether the lifting lugs are well stressed or not is determined; and whether the stress of the steel wire rope sling and the shackle is intact or not. If the current speed is normal, commanding the floating crane to slowly rotate;
(4) commanding the transport vehicle to drive away from the position, putting the tower foot on the ground again, and converting the position of the lifting point to vertically lift the tower foot. Commanding the truck crane to slowly hoist, stopping 10 minutes when the steel box girder is about 100mm away from the ground, and performing three checks: the method includes the steps that whether the stress of the crane is good or not is judged; whether the lifting lugs are well stressed or not is determined; and whether the stress of the steel wire rope sling and the shackle is intact or not. If the current speed is normal, commanding the floating crane to slowly rotate;
(5) and after the cable tower segment is slowly moved forwards to the position above the in-place position, slowly changing the amplitude, and hoisting the cable tower segment in place. Stabilizing the cable tower segment, aligning the orientation, slowly loosening the cable tower segment on the temporary buttress, commanding the crane to loosen the lifting hook after the adjustment is finished, and removing the sling and the shackle;
(6) when the second and third sections are hoisted, the spacing code plate is used as a liner for fixation according to the size of a seam required by design, and the code plate for special welding is firmly positioned, so that the correctness of the central axis is ensured;
when the double-sided component board is assembled on site, a sufficient number of horse boards are required to be assembled, the thickness of the horse boards is 14-28 mm, the thickness of the horse boards is basically equivalent to that of the component boards, the distance between the horse boards is about 500-800 mm, the specific arrangement is determined according to the actual situation of an interface, but the maximum distance is not more than 800mm, so that the rigidity of the double-sided component board of the interface is ensured;
3. steel rope tower on-site welding
Positioning welding and repairing welding: adopting a shielded metal arc welding method;
butt welding of the top plate: adopting ceramic liner mixed gas (CO2/Ar, CO2 content 20-25%) to carry out shielded welding bottoming and submerged arc automatic welding capping, or adopting a ceramic liner mixed gas shielded welding bottoming and capping method;
butt welding of the base plate and the longitudinal web plate: adopting a ceramic liner mixed gas shielded welding bottoming and covering method;
other butt-joint and fillet-joint welds: the mixed gas shielded welding or shielded metal arc welding method is adopted.
The butt welding seam requiring full penetration in the box girder is welded by adopting a ceramic liner mixed gas shielded welding method as much as possible so as to reduce carbon arc gouging back gouging in the box girder and reduce smoke dust.
4. Bottom twist device of bridge tower
In the vertical rotation process of the bridge tower, the tower body rotates to 75 degrees in the vertical plane, so that the bottom of the tower body is provided with a rotating pin shaft. Because the bottom will bear huge horizontal and vertical load, and the tower body does not form whole this moment, and the wholeness is relatively poor, consequently has done the moderate enhancement in otic placode department to make the more even transmission of the local load of round pin axle to the tower body. After the vertical rotation is in place, the closure segments and the built-in ribbed plates are butt-welded, wherein the rotary hinge ear plates are taken as permanent structures to be placed in the bridge tower without being removed
5. Setting of front and back anchor points and lifting equipment
(1) The front anchor is a pre-tensioning anchor point and comprises a special steel strand for tensioning, a front anchor ear plate, a tensioning lifting appliance and the like, 2 tensioning anchor points are correspondingly arranged on one side of the bridge tower respectively, and 2 tensioning lifting appliances are adopted as a single tensioning anchor point;
(2) the rear anchor is a lifting anchor point and comprises a rear pull foundation, a lifting special steel strand, a hydraulic lifter, a lifting sling, a rear anchor embedded part ear plate, a temporary pier and the like, wherein 2 lifting hoisting points are correspondingly arranged on one side of the bridge tower;
(3) adopt the synchronous lifting means hoist bridge tower of hydraulic pressure, need set up special lifting platform, reasonable promotion hoisting point promptly, promote hoisting point and arrange hydraulic pressure lifting mechanism, the lifting mechanism is connected with corresponding lower hoisting point earth anchor on the body of the tower through promoting special steel strand wires. The lifting upper lifting point is used as an operation platform of the hydraulic lifter and can bear certain load. On examination, a hydraulic lifter is placed in the suspension cage, and the perforated ear plates of the rear anchors are connected into a whole by using the pin shafts. Arranging a lifting upper lifting point on the rear of the bridge deck for anchoring;
6. steel auxiliary tower (portal frame) arrangement
The vertical rotation tool of the steel auxiliary tower mainly comprises a tensioning system, a portal frame, a lifting sling, a rotating hinge and the like, the connecting position of the portal frame and the bridge tower is made into a movable hinged support, and the portal frame and the bridge tower are connected through a perforated lug plate and a pin shaft. The portal upright post adopts a P420x16 circular tube, the transverse and oblique web members are P180x6, the middle connection truss transverse rod adopts a P273x10 circular tube, and the transverse and oblique web members are P180x 6.
7. Vertical rotation lift
(1) And (3) manually penetrating the single steel strand into the anchor plate and tightening the clamping piece on the ground in the sequence from bottom to top, wherein the steel strand of the anchor plate hole at the end of the auxiliary steel tower is exposed by about 300mm (the steel strand at the end of the main steel tower is exposed by about 600mm), and the exposed length of each steel strand is up to one half of the rotation direction of the steel strand. Firstly, a single steel strand is firstly penetrated into a clamping piece on an anchorage device hole at one end, then the steel strand is paid off in a rolling mode and is then penetrated into a clamping piece on an anchorage device hole at the other end. And repeating the steps in sequence until the strand pulling is finished, installing the anti-loosening pressing plates at the two ends, and completing the strand pulling of the steel strand. And hoisting the tensioning sling to the universal support of the main and auxiliary steel towers by using a truck crane, and firmly connecting the tensioning sling and the universal support by adopting a chain block to cooperate with an adjusting and mounting pin shaft. And finishing the bundle penetration and hoisting of the small pile number (steel strand).
(2) And (3) arranging an anchorage device on the bridge deck on a lifting sling of the auxiliary steel tower, and firmly welding the 7-shaped steel plate with the thickness of about 16mm with the lifting sling.
Manually penetrating a single steel strand unwinding rope of a discharged material into the anchor plate and tightening the clamping pieces from bottom to top on the bridge floor, wherein the steel strand is exposed by about 300mm at the end of the lifting sling, the exposed length of each steel strand is one to half of the rotation direction of the steel strand, and the first steel strand in each lifting sling is marked by white paint. Firstly, the steel strand is firstly threaded into a clamping piece on an anchorage hole of a lifting sling, then the steel strand is laid out in a rolling mode and then threaded into a special wire dividing plate corresponding to the hole position, the wire dividing plate is ensured to be in one-to-one correspondence with the hole position of an anchor of the lifting sling in the process, and the appearance of the anchor hole is avoided. And repeating the steps in sequence until the strand penetrating is completed, then installing the anti-loosening pressing plate of the anchorage device on the lifting sling, and completing the strand penetrating of the steel strands.
(3) The lifting system, the anchorage devices, the steel strands, the hoisting point structures and the like are comprehensively checked, after all the lifting systems are normal, the four lifting jacks are synchronously loaded by 20%, 40%, 60% and 80% in a grading manner to perform trial rotation, and in the loading process, the displacement of the tower top is monitored in real time to ensure that the lifting systems are within the design range. And if all the parts are normal, continuously and synchronously loading the lifting jacks in a grading manner until the lifting jacks are 100% and the main steel tower is separated from the ground assembly jig frame by about 10cm, and stopping lifting and vertically rotating.
After staying for more than 2 hours, checking a temporary vertical rotation structure, a lifting system, a steel strand loose state, an anchorage device anchoring state, a foundation, lifting points, bottom hinge points and the like, starting formal lifting and vertical rotation on the premise of confirming the absolute safety of the whole lifting working condition, measuring the elevation of each lifting point every 10 meters, and monitoring the top displacement of the portal frame in real time to keep the displacement within 60mm within an allowable range so as to ensure that each lifting point is lifted synchronously. Lifting to a position close to the design position, measuring and controlling, slowing down the lifting speed, and finely adjusting each bridge tower in the vertical direction by using hydraulic lifting equipment to accurately position. And the vertical rotation is completed, and the next procedure of welding is carried out.
In the vertical rotation process, an observer is required to be arranged at each lifting point of the rear anchor, communication smoothness is kept between the observer and a pump station operator at any time, and the safe operation of lifting and vertical rotation is ensured.
And those not described in detail in this specification are well within the skill of those in the art.
It is noted that, herein, relational terms such as first and second, and the like may be 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.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. A construction method for vertical rotation of a special-shaped steel main tower of a cable-stayed bridge is characterized in that: the method comprises the following steps:
s1, building a temporary assembly platform, assembling the main tower structure at an angle of 5 degrees with the bridge deck, and completing integral assembly on the ground;
s2, assembling the steel auxiliary tower, installing suspension cages at two sides, a hydraulic lifter, a rotary winch and the like, installing a steel auxiliary tower portal on the bridge tower, arranging a front pull anchor point on the bridge tower, and arranging a rear pull anchor point near a pier on the ground;
s3, debugging hydraulic synchronous vertical rotation system equipment, and trying vertical rotation;
s4, synchronously loading the vertical turners and the stabilizing rigging in a grading manner;
s5, the bridge tower stays for more than 2 hours after pre-vertical rotation, the temporary vertical rotation structure, the stable cable system, the vertical rotation system, the foundation, the hanging point, the bottom hinge point and the like are checked, and formal vertical rotation is started on the premise of confirming the absolute safety of the whole vertical rotation working condition
S6, vertically rotating to a position close to the design position, measuring and controlling, slowing down the vertical rotation speed, and finely adjusting each bridge tower in the vertical direction by using hydraulic vertical rotation equipment to accurately position;
s7, after the vertical rotation is in place, carrying out bridge tower folding welding work;
s8, unloading the hydraulic synchronous vertical rotation system equipment until the steel strand is completely loosened, so that the whole bridge tower falls; hydraulic synchronous vertical rotation equipment, a steel auxiliary tower and other temporary measures for vertical rotation are completely removed, and the vertical rotation installation work of the bridge tower is completed.
2. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 1, characterized in that: in the step S1, the maximum span of the stay cable is 180m, and the main bridge is a single-tower double-span hybrid beam cable-stayed bridge of 32m, 38m, and 110 m.
3. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 1, characterized in that: in the step S2, the anchor pulling points are divided into front anchors and rear anchors, the front anchors are pre-tensioning anchor points and are composed of tensioning special steel strands, front anchor ear plates, tensioning lifting appliances and the like, 2 tensioning anchor points are correspondingly arranged on one side of the bridge tower, and 2 tensioning lifting appliances are adopted for each single tensioning anchor point.
4. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 3, characterized in that: the rear anchor is a lifting anchor point and is composed of a rear-pull foundation, a lifting special steel strand, a hydraulic lifter, a lifting sling, a rear anchor embedded part ear plate, a temporary pier and the like, and 2 lifting hoisting points are correspondingly arranged on one side of the bridge tower.
5. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 1, characterized in that: in the step S2, the hydraulic lifter is provided with a dedicated lifting platform when in use.
6. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 1, characterized in that: in the step S2, the steel sub-tower portal upright post adopts a P420x16 circular tube, the horizontal and oblique web members are P180x6, the middle connection truss cross bar adopts a P273x10 circular tube, and the horizontal and oblique web members are P180x 6.
7. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 5, characterized in that: the pressure of the hydraulic lifter is adjusted to be 3-4 MPa.
8. The construction method for vertically rotating the deformed steel main tower of the cable-stayed bridge according to claim 1, characterized in that: in the step 6, the measurement control is a computer control system, wherein when the lifting points are not synchronous uniformly, the maximum height difference early warning value is 20-25 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115287998A (en) * | 2022-09-28 | 2022-11-04 | 湖南省交通规划勘察设计院有限公司 | Special-shaped cable-stayed bridge structure and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115287998A (en) * | 2022-09-28 | 2022-11-04 | 湖南省交通规划勘察设计院有限公司 | Special-shaped cable-stayed bridge structure and construction method thereof |
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