CN112227206A - Process design and construction method for ground anchor to self-anchored beam - Google Patents

Process design and construction method for ground anchor to self-anchored beam Download PDF

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Publication number
CN112227206A
CN112227206A CN202010929241.XA CN202010929241A CN112227206A CN 112227206 A CN112227206 A CN 112227206A CN 202010929241 A CN202010929241 A CN 202010929241A CN 112227206 A CN112227206 A CN 112227206A
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steel
temporary
support
anchor
main
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CN112227206B (en
Inventor
郭万中
李晓峰
陈鸣
游川
彭成明
枚龙
肖洒
沈俊成
梁浩
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China Communications 2nd Navigational Bureau 2nd Engineering Co Ltd
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China Communications 2nd Navigational Bureau 2nd Engineering Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The invention discloses a new process design and construction method for a ground anchor to self-anchored beam, which comprises the following steps of firstly, utilizing part of main body structure and reinforced pile foundation structure, and arranging temporary anchorages among original design pier positions; a constraint relation is established between the anchoring block steel box girder and the temporary anchorage through the temporary guy cable, and the axial force of the main cable is transmitted to the temporary anchor pad, so that the bearing effect of the main cable is ensured; installing a main beam by using a main cable; and finally, removing the temporary inhaul cable step by step, carrying out system conversion, and transmitting the cable force into the main beam, thereby forming a self-anchored cable system. The invention has the advantages of clear structural design stress, novel and convenient construction process and easy process control, does not need to set up a support in a channel compared with the traditional 'cable-first beam-second' construction method, solves the navigation problem, avoids the interference of construction on local channel management and operation, realizes the aim of construction with less landing and even zero landing, solves the construction problem of a self-anchored suspension bridge without a support method, and powerfully promotes the diversified and sustainable development of a cable bridge.

Description

Process design and construction method for ground anchor to self-anchored beam
Technical Field
The invention relates to the technical field of bridge design and construction. More particularly, the invention relates to a process design and a construction method of a ground anchor-to-self anchor frame beam.
Background
The conventional self-anchored suspension bridge adopts a construction process of 'beam first and cable second', a large number of supports need to be erected in the projection range of the bridge, steel beam segments are hoisted by using floating cranes, the supports occupy a channel, and the channel needs to be completely sealed or navigation holes are reserved to influence the navigation of the channel. And the construction period of the upper structure installation and system conversion in the conventional process is as long as 1 year, the river channel of the bridge area is busy, the collision risk of the temporary pier is great, and the structure safety cannot be completely ensured even if collision prevention measures are arranged.
Disclosure of Invention
The invention aims to provide a process design and a construction method for a ground anchor to self-anchor frame beam, which adopt a construction process of cable first and beam second, a large number of supports do not need to be erected on a channel in the construction process, and the technical problems of channel occupation, long construction period and low safety are solved.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a process design and construction method of an earth anchor-to-self-anchored beam, comprising the steps of:
s1: erecting a trestle, constructing a main pier foundation and a bearing platform, constructing a lower tower column, an auxiliary pier and a cross pier body of a main tower, and constructing a temporary anchorage pile foundation;
s2: constructing a middle tower column of a main tower, completing the construction of a lower cross beam, performing soil body reinforcement construction for resisting the horizontal displacement of the pile top of a pile foundation, constructing an anchorage bearing platform, constructing each temporary pier, constructing a temporary pier anchorage span support in an anchorage span range, constructing a tower area support at the main pier, not constructing any support at the side span position between the anchorage span support and the tower area support, and paving a sliding track on the anchorage span support and the tower area support;
s3: constructing a middle tower column and an upper cross beam of a main tower, hoisting steel beam segments on the anchor span support and the tower area support by using a floating crane, assembling the steel beam segments in sections by sliding of the sliding rails, and welding the steel beam segments into a whole;
s4: completing the construction of a tower column and an upper cross beam, installing a tower top portal frame, hoisting a saddle, installing a cable sleeve base, and filling ballast concrete into an anchor span ballast area;
s5: constructing a temporary catwalk, installing a temporary guy cable for transmitting the axial force of the main cable to a temporary anchorage, erecting the main cable, installing a locking clamp and a sling, and installing a reverse lifting device;
s6: the steel beam segments are conveyed through a barge, the steel beam segments are hoisted to installation positions through an inverted lifting device, sling fastening nuts are installed, the steel beam segments are fixed through temporary connection, and temporary inhaul cables are synchronously tensioned;
s7: installing steel beam segments except the steel beam segments on the two sides of the main tower from the midspan to the two sides in sequence through the inverted lifting devices, simultaneously pushing saddles step by step and synchronously tensioning temporary inhaul cables;
s8: welding all steel beam sections, installing steel beam section folding sections on two sides of the main tower, dismantling a tower top portal frame, and constructing a tower top saddle chamber and a decoration section;
s9: removing the temporary piers, the anchor span support and the tower area support temporary structure, removing temporary inhaul cables step by step, and adjusting the cable force of the inhaul cables to a design value;
s10: constructing pier column capping beams at the temporary anchorage positions, and constructing facilities attached to the bridge deck and attached to the main cable;
s11: fine adjustment of sling rope force, fastening of a rope clamp, winding of a main rope, erection of a small box girder at the temporary anchorage position, dismantling of a catwalk, dismantling of an elevator and dismantling of a tower crane;
s12: and (4) dismantling the trestle, carrying out a finished bridge dynamic load test, and carrying out traffic operation.
Preferably, the main bridge in the step S1 is a five-span double-tower self-anchored suspension bridge, and includes a main pier, an auxiliary pier and a connecting pier, the auxiliary pier is located between the main pier and the connecting pier, and the main cable is anchored in the steel box girder at the top of the auxiliary pier; the temporary anchorage is arranged by utilizing the partial structure pile foundation of the bridge approach outside the connecting pier and the reinforced pile foundation, is positioned on the ground and is used for bearing the horizontal component force and the upward pulling force of the main cable in the construction process.
Preferably, in the step S2, the temporary anchorage soil body is reinforced to a soil body within the range of the anchorage cap, and the soil body reinforcement is used for replacing or reinforcing sludge within the range, and the sludge and the anchorage pile foundation act together to bear the horizontal component force of the main cable and reduce the excessive pile top displacement caused by the horizontal component force, thereby ensuring the structural safety.
Preferably, in step S3, the concrete process of sliding and assembling the steel beam segments in sections is as follows:
s31: installing a sliding trolley and a pushing device on a sliding track of the anchor span support, hoisting the first steel beam section to the sliding trolley of the sliding track by using a floating crane, and pushing the first steel beam section to a design position by using the pushing device through a synchronous control system;
s32: after the first steel beam section is pushed in place, removing pushing equipment at the first steel beam section;
s33: a positioning jack is installed on the first steel beam section, the linear shape of the beam section is adjusted, and the sliding trolley is withdrawn through the temporary supporting fixed position;
s34: hoisting the second steel beam segment to a sliding trolley of the sliding track by the floating crane, and pushing the second steel beam segment to a designed position by the pushing equipment;
s35: repeating the steps S32 and S33 until all of the steel beam segments on the anchor span support are installed in place;
s36: carrying out girth welding on each steel beam segment;
s37: and transferring the sliding trolley and the pushing equipment to the tower area support, completing hoisting, sliding and assembling of all steel beam sections on the tower area support according to the steps, and performing girth welding.
Preferably, the sliding track is a pair of steel rails, the steel rails are formed by sequentially splicing a plurality of steel rail sections, each steel rail section is formed by hinging a pair of steel rail bases through a bottom edge, a pair of through connecting channels are oppositely arranged on the pair of steel rail bases, rubber pads are clamped on the inner surfaces of the steel rails of the parts connected with the pair of steel rail bases, the steel rails are detachably arranged on the anchor span support, the sliding trolley is a pair of beam conveying trolleys which are connected into a whole through connecting beams and are in sliding fit with the pair of steel rails, vertical supporting beams are fixedly arranged on the connecting beams, the lower ends of the supporting beams are tightly attached to the anchor span support, the parts of the supporting beams above the connecting beams are arranged into a telescopic structure, and the step S33 specifically comprises the following steps:
s331: after the steel beam sections are pushed in place, the beam transporting trolley in front is positioned behind the steel rail single section where the front ends of the steel beam sections are positioned, and the position adjusting jack is installed on the beam transporting trolley to adjust the line shapes of the steel beam sections;
s332: removing a pair of steel rail single sections at the front ends of the steel beam sections from the anchor span support, wherein a pair of steel rail bases corresponding to each steel rail single section rotate to be supported at the front ends of the steel beam sections in a splayed manner, and the rubber pads slide in a staggered manner;
s333: inserting a pair of limiting rods into a pair of connecting channels corresponding to a pair of steel rail single sections respectively, supporting a supporting plate with a T-shaped section on a rubber pad, supporting a horizontal plate of the supporting plate on a pair of steel rail bases, wherein the horizontal plate and a vertical plate of the supporting plate are hinged to enable the horizontal plate of the supporting plate to adapt to the linear shape of the steel beam section or fixedly connect the horizontal plate and the vertical plate of the supporting plate, and inserting a wedge block on the upper surface of the supporting plate according to the linear shape of the steel beam section to adapt to the linear shape of the steel beam section;
s334: connecting columns are arranged in the space between the pair of limiting rods and the pair of steel rail foundations in a penetrating mode, and the connecting columns are clamped with the vertical plates of the supporting plates through the inserted U-shaped clamping plates to complete fixed supporting of single steel rail sections;
s335: the supporting beam is supported between the steel beam section and the anchor span bracket by adjusting the telescopic length, and the tail end of the steel beam section is also supported by a temporary support;
s336: retracting the positioning jack on the beam transporting trolley, and transferring the stress of the steel beam segment to the support plate, the support beam and the temporary support;
s337: withdrawing the beam transporting trolley backwards, withdrawing the supporting beams together, bearing the supporting beams when the temporary supporting is carried out, removing the temporary support and supporting the temporary support below the steel beam section in front of the beam transporting trolley, continuing withdrawing the beam transporting trolley until the next pair of steel rail single sections are yielded, adjusting the bearing of the supporting beams to bear the force, removing the temporary support, and repeating the steps S332 to S334 to finish the fixed support of the steel rail single sections;
s338: and continuously mounting the next steel beam segment on the back-off beam conveying trolley, and repeating the steps to complete the linear adjustment and the support of the steel beam segment.
Preferably, in step S2, the tower region support is an inverted trapezoid support arranged using the bearing platform of the main tower as a foundation, and is used for installing the sling-free steel beam segment in the main tower region.
Preferably, in step S5, a 3-span split temporary catwalk is provided between the pair of main towers and between the main tower and the auxiliary pier, a traction system for erecting a main cable is arranged on the temporary catwalk, and a small catwalk for pulling the cable strand to bridge is further provided between the bridge surface of the junction pier and the end of the temporary anchor pad.
Preferably, in the step S5, the back-lifting device includes a hydraulic lifting cylinder, a steel strand and a steel strand retracting device, the hydraulic lifting cylinder support and the steel strand retracting device are fixed as a whole, the steel strand passes through the hydraulic lifting cylinder after passing through the steel strand retracting device and then is fixedly connected with an anchoring support, and the anchoring support is connected to the specially-made locking clamp.
Preferably, in step S7, the span is short in length of the suspension cable, the plurality of beam segments are integrally installed by using a reverse lifting device, and the steel beam segments at other positions except the span are reversely lifted by a single beam segment.
Preferably, the temporary guy cable structure is made of steel wire ropes, steel strands or prefabricated parallel steel wires, an ear plate is arranged at one end of the temporary guy cable structure and connected with the anchoring section steel box girder, an anchor head with adjustable length is arranged at one end of the temporary guy cable structure and penetrates through a temporary guy cable guide pipe, and the anchor and the temporary guy cable are used for transmitting the axial force of the main cable.
The invention at least comprises the following beneficial effects:
(1) the temporary anchorage is equivalent to a ground anchor in a ground anchor type suspension bridge, and the temporary anchorage is a structure for temporarily resisting the tensile force of a main cable during construction. Firstly, erecting a main cable by using a temporary anchorage, connecting a temporary inhaul cable at the end part of the main cable with the temporary anchorage for anchoring, then installing a main beam by using the main cable, and finally, converting and anchoring the main cable to a main cable anchoring beam section. The construction method is characterized in that: similar to the construction of ground anchor type suspension bridges, the construction does not hinder the navigation of river channels.
(2) The invention adopts the construction process of 'cable first and beam second', a large number of supports do not need to be erected on the channel in the construction process, and the technical problems of channel occupation, long construction period and low safety are solved.
(4) Temporary anchorages are arranged on two sides of the bridge, 16 temporary anchor cables are arranged between the temporary anchorages and the anchoring beam sections, and 16 jacks are arranged to synchronously stretch so as to control the displacement of the anchoring beam sections and the tension of the main cables in the process of erecting the main cables.
(5) The invention realizes the hoisting of the steel beam segment by combining the inverted lifting process and the floating crane hoisting process, and can better meet the construction requirements.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic structural view of step S1 of the construction method of the present invention;
FIG. 2 is a schematic structural diagram of step S2 of the construction method of the present invention;
FIG. 3 is a schematic structural diagram of step S3 of the construction method of the present invention;
FIG. 4 is a schematic structural diagram of step S4 of the construction method of the present invention;
FIG. 5 is a schematic structural diagram of step S5 of the construction method of the present invention;
FIG. 6 is a schematic structural diagram of step S6 of the construction method of the present invention;
FIG. 7 is a schematic structural view of step S7 of the construction method of the present invention;
FIG. 8 is a schematic structural view of step S8 of the construction method of the present invention;
FIG. 9 is a schematic structural view of step S9 of the construction method of the present invention;
FIG. 10 is a schematic structural view of step S10 of the construction method of the present invention;
FIG. 11 is a schematic structural view of step S11 of the construction method of the present invention;
FIG. 12 is a schematic structural view of step S12 of the construction method of the present invention;
FIG. 13 is an initial state view of the first section of steel beam segments assembled in sliding and segmented fashion in accordance with the present invention;
FIG. 14 is a view showing a state of a single-section fixed support of a first section of steel rail for slidably assembling the first section of steel beam section in sections according to the present invention;
FIG. 15 is a view showing a state of a single-joint fixed support of a second steel rail of the first steel beam section assembled in a sliding and sectional manner according to the present invention;
FIG. 16 is an enlarged schematic view of a single section of the fixed support of the present invention.
Description of reference numerals:
1. trestle, 2, main pier, 3, auxiliary pier, 4, cross-over pier, 5, temporary anchorage, 6, anchor span support, 7, tower area support, 8, steel beam segment, 9, temporary guy cable, 10, temporary catwalk, 11, kitten way, 12, main cable, 13, sling, 14, box girder, 15, steel rail single section, 16, beam transporting trolley, 17, supporting beam, 18, temporary support, 19, connecting channel, 20, limiting rod, 21, supporting plate, 22, rubber pad, 23, connecting column, 24 and clamping plate.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
As shown in fig. 1 to 12, the present invention provides a process design and construction method for a ground anchor to self-anchored beam, comprising the following steps:
s1: erecting a trestle 1, constructing a main pier 2 foundation and a bearing platform, constructing a lower tower column of a main tower, an auxiliary pier 3 and a connecting pier 4 pier body, and constructing a temporary anchorage 5 pile foundation;
s2: constructing a middle tower column of a main tower, completing construction of a lower cross beam, performing soil body reinforcing construction for resisting horizontal displacement of a pile top of a pile foundation, constructing an anchorage bearing platform, constructing each temporary pier, constructing a temporary pier anchor span support 6 in an anchor span range, constructing a tower area support 7 at a main pier 2, not erecting any support at the side span position between the anchor span support 6 and the tower area support 7, not influencing navigation at the side span position, and paving a sliding track on the anchor span support 6 and the tower area support 7;
s3: constructing a middle tower column and an upper cross beam of a main tower, hoisting steel beam sections 8 on an anchor span support 6 and a tower area support 7 platform by using a floating crane, assembling the steel beam sections 8 in sections by sliding of a sliding track, and welding the steel beam sections into a whole;
s4: completing the construction of a tower column and an upper cross beam, installing a tower top portal frame, hoisting a saddle, installing a cable sleeve base, and filling ballast concrete into an anchor span ballast area;
s5: constructing a temporary catwalk 10, installing a temporary guy cable 9 for transmitting the axial force of a main cable 12 to a temporary anchorage 5, connecting one end of the temporary guy cable 9 with a steel box girder segment 8, connecting the other end of the temporary guy cable 9 with an anchorage body of the temporary anchorage 5, and enabling the temporary guy cable 9 to penetrate through a guide pipe embedded in the anchorage body at the end of the temporary anchorage 5 and be anchored on the concrete of the anchorage body through an anchor head nut; erecting a main cable 12, installing a locking clamp and a sling 13, and installing a reverse lifting device;
s6: the steel beam segments 8 are conveyed through a barge, the steel beam segments 8 are hoisted to the installation position through an inverted lifting device, the slings 13 are installed to fasten nuts, the steel beam segments 8 are fixed through temporary connection, and the temporary anchor cables 9 are synchronously tensioned;
s7: lifting and installing steel beam sections 8 from the midspan to two sides in turn, reserving a pair of folding openings at four positions on two sides of the main tower, simultaneously pushing saddles step by step, and synchronously tensioning temporary anchor cables 9;
s8: welding all steel beam sections 8, installing four steel beam folding sections at the main tower, dismantling a tower top portal frame, and constructing a tower top saddle chamber and a decoration section;
s9: dismantling temporary pier supports, anchor span supports 6, tower area supports 7 and other temporary structures, dismantling the guy cables of the temporary anchorages 5 step by step, and adjusting the cable force of the sling cables 13 to a design value;
s10: constructing pier stud capping beams at the positions of the temporary anchorages 5, and constructing facilities attached to the bridge deck and attached to the main cables 12;
s11: fine adjustment of the cable force of a sling 13, fastening of a cable clamp, winding of a main cable 12, erection of a small box girder 14 at the position of the temporary anchorage 5, dismantling of a catwalk, dismantling of an elevator and dismantling of a tower crane;
s12: and (4) dismantling the trestle 1, carrying out a finished bridge dynamic load test, and carrying out traffic operation.
In the technical scheme, all the steel beam segments 8 are hoisted by using the floating crane, and because the main cable 12 is erected when the construction of 'cable first and beam second' is finished, the large arm of the floating crane collides with the main cable 12, and the construction requirement cannot be met only by hoisting by using the floating crane; if the steel beam segments 8 are all hoisted by the cable crane, the requirement of the cable crane for traveling at the maximum inclination angle of 30 degrees cannot be met due to the large rise-span ratio of the self-anchored suspension bridge, so that hoisting operation cannot be performed. The installation of the invention adopts the combination of two technologies of floating crane hoisting and inverted lifting, and the construction method of the combined installation beam adopts the inverted lifting mode to assemble the steel beam segment 8 except for the anchor span bracket 6 and the tower area bracket 7, and the smooth construction can be realized only by combining the floating crane hoisting and inverted lifting technologies.
The invention installs the steel beam segment 8 by combining the inverted lifting and the floating crane hoisting, the specific installation sequence is that the middle span is installed from the middle to the main tower, the side span is installed from the anchor span bracket 6 to the main tower from the anchor span steel beam segment 8, the steel beam is installed in a locking state between the steel box beam at the anchoring section and the auxiliary pier, the axial force of the main cable is gradually increased along with the hoisting of the beam segment, the axial force of the main cable at the middle span and the main cable at the side span is easy to be unbalanced, so that the main tower generates larger tensile stress, particularly, under the condition that the pressure stress of the main tower at the early stage is insufficient, the auxiliary pier generates larger stress along with the increase of the axial force of the main cable, in order to ensure the structure safety, the displacement and the stress condition of the main tower and the auxiliary pier need to be monitored in real time during the construction process, and the unbalanced horizontal force at the tower top and the auxiliary pier during the construction process is balanced, the displacement and stress of the main tower and the auxiliary piers are ensured to be in a limited range. The full bridge is provided with 4 closure openings, 2 closure openings are arranged at the side and the mid-span respectively, and the closure in the front of the mid-span tower is firstly carried out and then the closure in the front of the side-span tower is carried out in consideration of the temperature influence. Compared with the installation scheme of erecting from the front of the tower to the middle of the tower and closing the middle of the tower, the installation scheme of erecting from the middle of the tower to the front of the tower and closing the front of the tower, the displacement, the stress and the line shape of the main beam 12 in the construction stage are better controlled, particularly for small-aperture lower anchor type slings, the problem of early-stage cable and guide pipe collision is very prominent, and the line shape control of the early-stage main beam is particularly important. In general, the construction scheme described above is reasonable and feasible, and the sling 13, the stiffening beam, the bridge tower and the temporary stay cable 9 are stressed safely during construction, so that the construction is convenient.
By optimizing the tensioning sequence of the suspension cable 13 and the temporary stay cable 9 and the saddle pushing amount, the internal force and deformation of the main beam, the bridge tower and the suspension cable 13 can be effectively controlled, and the temporary cable tensioning and releasing method provided by the invention can meet the construction requirements.
In another technical scheme, the main bridge in the step S1 is a five-span double-tower structure self-anchored suspension bridge, and includes a main pier, an auxiliary pier 3 and a connecting pier 4, the auxiliary pier 3 is located between the main pier and the connecting pier 4, and the main cable 12 is anchored in a steel box girder on the top of the auxiliary pier 3; the temporary anchorage 5 is arranged by utilizing the bridge approach part structure pile foundation outside the connecting pier 4 and the reinforced pile foundation, is positioned on the ground and is used for bearing the horizontal component force of the main cable 12 in the construction process.
In another technical scheme, in the step S2, the soil body of the temporary anchorage 5 is reinforced to a soil body within the range of the anchorage cap, and the soil body reinforcement is used for replacing or reinforcing sludge within the range, and the sludge and the anchorage pile foundation act together to bear the horizontal component force of the main cable 12, reduce the pile top displacement caused by the horizontal component force, and ensure the structure safety.
In another technical solution, in the step S3, a concrete process of sliding and assembling the steel beam segments 8 in sections is as follows:
s31: a sliding trolley and a pushing device are installed on a sliding track of the anchor span support 6, the first steel beam section 8 is hoisted to the sliding trolley of the sliding track by a floating crane, and the pushing device pushes the first steel beam section 8 to a design position through a synchronous control system;
s32: after the first steel beam section 8 is pushed in place, removing pushing equipment at the first steel beam section 8;
s33: a positioning jack is arranged on the first steel beam section 8, the linear shape of the beam section is adjusted, and the sliding trolley is withdrawn through a temporary supporting fixed position;
s34: hoisting the second steel beam segment 8 to a sliding trolley of the sliding track by the floating crane, and pushing the second steel beam segment 8 to a designed position by pushing equipment;
s35: repeating steps S32 and S33 until all of the beam segments 8 anchored to the support 6 are in place;
s36: performing girth welding on each steel beam segment 8;
s37: and (4) transferring the sliding trolley and the pushing equipment to the tower area support 7, completing hoisting, sliding and assembling of all steel beam sections 8 on the tower area support 7 according to the steps, and performing girth welding.
In the technical scheme, one implementation mode of the sliding track is that two steel rails are arranged along the bridge direction, one implementation mode of the sliding trolley is an independently designed beam transporting trolley, one rail is arranged on the front portion and the rear portion of the steel rail, the front beam transporting trolley and the rear beam transporting trolley are connected through finish-rolled deformed steel bars and serve as a sliding device, the beam transporting trolley and the sliding track are subjected to hard friction, grease lubrication is coated on the top surface of the sliding track during sliding transportation of the steel beam sections 8, rubber pads with the thickness of 2cm are laid on jacks at the top of the beam transporting trolley, and vibration impact on the bottom of the steel beam sections 8 in the beam transporting process is reduced. One specific implementation way of pushing the steel beam section 8 by the pushing equipment is to connect a rail weight pushing machine behind the beam transporting trolley. After the steel beam segment 8 is pushed to the right position, the measuring personnel measure the data of the axis, the deviation along the bridge direction, the elevation and the like of the beam segment to be adjusted through measuring points which are pre-arranged on the top surface of the steel beam longitudinal beam, and the position adjusting personnel adjust the data according to the measuring result until the deviation along the bridge direction of the plane position is less than 10mm and the deviation of the axis and the height difference of the adjacent beam segment are less than 5 mm. The vertical positioning uses a flat jack, a stainless steel plate or a tetrafluoro sliding plate under the vertical jack is used as a horizontal positioning sliding surface, the horizontal positioning uses a hand jack, and a reaction frame acts on a beam transporting trolley or a support.
In another embodiment, as shown in fig. 13 to 16, the slip track is a pair of steel rails, the steel rail is formed by sequentially assembling a plurality of steel rail single sections 15, each steel rail single section 15 is formed by hinging a pair of steel rail bases through bottom edges, a pair of through connecting channels 19 are oppositely arranged on the pair of steel rail bases, rubber pads 22 are clamped on the inner surfaces of the steel rails at the connecting parts of the pair of steel rail bases, the steel rails are detachably arranged on the anchor span support 6, the sliding trolley is a pair of beam conveying trolleys 16 which are connected into a whole through a connecting beam and are matched with the pair of steel rails in a sliding manner, a vertical supporting beam 17 is fixedly arranged on the connecting beam, the lower end of the steel beam is tightly attached to the anchor span support 6, the part of the support beam 17 above the connecting beam is arranged to be a telescopic structure, and the step S33 in the specific process of sliding the segmented assembling steel beam segments 8 specifically comprises the following steps:
s331: after the steel beam sections 8 are pushed in place, the beam transporting trolley 16 in front is positioned behind the steel rail single section 15 at which the front end of the steel beam sections 8 is positioned, and the position adjusting jack is installed on the beam transporting trolley 16 to adjust the line shapes of the steel beam sections 8;
s332: the pair of steel rail single sections 15 at the front ends of the steel beam sections 8 are detached from the anchor span support 6, a pair of steel rail bases corresponding to each steel rail single section 15 rotate to be supported at the front ends of the steel beam sections 8 in a splayed mode, and the rubber pads 22 slide in a staggered mode;
s333: inserting a pair of limiting rods 20 into a pair of connecting channels 19 corresponding to the pair of steel rail single sections 15 respectively, supporting a supporting plate 21 with a T-shaped section on a rubber pad 22, supporting a horizontal plate of the supporting plate 21 on a pair of steel rail bases, wherein the horizontal plate and the vertical plate of the supporting plate 21 are hinged to enable the horizontal plate of the supporting plate 21 to adapt to the linear shape of the steel beam section 8 or the horizontal plate and the vertical plate of the supporting plate 21 to be fixedly connected, and inserting a wedge block on the upper surface of the supporting plate 21 according to the linear shape of the steel beam section 8 to adapt to the linear shape of the steel beam section 8;
s334: a connecting column 23 is arranged in a space between the pair of limiting rods 20 and the pair of steel rail bases in a penetrating mode, and the connecting column 23 is clamped with a vertical plate of the supporting plate 21 through an inserted U-shaped clamping plate 24 to complete fixed supporting of the steel rail single section 15;
s335: the supporting beam 17 is supported between the steel beam section 8 and the anchor span support 6 by adjusting the telescopic length, and the tail end of the steel beam section 8 is also supported by the temporary support 18;
s336: the positioning jack on the beam transporting trolley 16 retracts, and the stress of the steel beam section 8 is transferred to the support plate 21, the support beam 17 and the temporary support 18;
s337: the beam transporting trolley 16 retreats backwards, the supporting beam 17 retreats along with the beam transporting trolley, when the temporary support 18 is reached, the supporting beam 17 is stressed, the temporary support 18 is removed and supported below the steel beam segment 8 in front of the beam transporting trolley 16, the beam transporting trolley 16 retreats continuously until the next pair of steel rail single sections 15 are yielded, the stressed support of the supporting beam 17 is adjusted, the temporary support 18 is removed, and the steps S332 to S334 are repeated to finish the fixed support of the steel rail single sections 15;
s338: and continuously mounting the next steel beam segment 8 on the back-off beam conveying trolley 16, and repeating the steps to complete the linear adjustment and support of the steel beam segment 8.
In the above technical scheme, in order to adapt to the linear adjustment of the steel beam segments 8 and make full use of the existing components, the assembly and the support of the steel beam segments 8 are arranged in a more reasonable flow. A pair of identical steel rail foundations are hinged through the adjacent bottom edges to ensure that the two steel rail foundations can rotate relatively and can be assembled into an integral structure, and the sliding of the beam transporting trolley 16 is not influenced. The rail is current general rail, and its inner surface has rubber pad 22 to both sides block, does not influence fortune roof beam dolly 16 and slides, and when a pair of rail basis relatively rotated, rubber pad 22 can take place the dislocation, but the symmetry lies in the both sides on a pair of rail basis all the time for support subsequent backup pad 21. The connecting channel 19 provided on the pair of rail foundations is used for inserting the stopper rod 20 to fix the position of the pair of rail foundations for stably supporting the steel beam segment 8. The adjacent steel beam single sections are directly attached to and assembled into an integral steel rail, and can be detachably assembled on the anchor span support 6. The supporting beam 17 and the connecting beam of the beam transporting trolley 16 are fixed into a whole, so that the beam transporting trolley 16 always supports the steel beam segment 8 when retreating on one hand, and the phenomenon that the temporary support 18 is too much and is too messy is avoided on the other hand, the turnover use is not facilitated, and the construction efficiency is improved. The upper part of the supporting beam 17 is telescopic, one mode is realized by matching and rotating two sections of beams in a threaded manner, the structure is simple, and the adjustment is convenient.
In another technical solution, in step S2, the tower area support 7 is an inverted trapezoid support arranged by using a bearing platform of the main tower as a foundation, and avoids the erected trestle 1, and is used for installing the main tower area steel beam segment 8, so as to avoid erecting the support in water, which is convenient for construction and does not affect river navigation.
In another technical solution, in step S5, a 3-span separation type temporary catwalk 10 is provided between a pair of main towers and between the main tower and the auxiliary pier 3, a traction system for erecting a main cable 12 is arranged on the catwalk, and a catwalk 11 for pulling a cable strand to bridge is further provided between the bridge surface of the connecting pier 4 and the end of the temporary anchor pad. The bridge face is higher apart from ground height in this embodiment, and lifting device can't go up the bridge, for the bridge is gone up to personnel and main push-towing rope 12 strand, strides the beam-ends at the anchor and sets up catwalk 11, and wherein the east bank is controlled the width of cloth and is respectively arranged one and strides catwalk 11, mainly used strand upper bridge, and the west bank is right arranged one and strides catwalk 11, mainly as the pedestrian passageway for personnel upper bridge.
In another technical scheme, in the step S5, the back-lifting device includes a hydraulic lifting cylinder, a steel strand and a steel strand retracting device, the hydraulic lifting cylinder support and the steel strand retracting device are fixed as a whole, the steel strand passes through the hydraulic lifting cylinder after passing through the steel strand retracting device and then is fixedly connected with an anchoring support, and the anchoring support is connected to the locking clamp. The steel beam segment 8 is lifted reversely through a steel strand hydraulic lifting technology, and an intelligent synchronous control system is configured on a steel strand hydraulic lifting oil cylinder, so that synchronous operation of a plurality of oil cylinders in the lifting process is guaranteed, and the steel box beam is lifted stably.
In another technical solution, in the step S7, the length of the sling 13 in the midspan is short, the plurality of beam sections are installed as a whole by using a reverse lifting device, and the steel beam sections 8 at other positions except the midspan are all reversely lifted by a single beam section. In the embodiment of the invention, the length of the sling 13 of three beam sections is short, the distance between the top plate of the steel beam section 8 and the cable clamp space is less than 3m, and the single steel beam section 8 cannot adopt the scheme of inverted lifting, so that the three sections are integrally lifted for installation.
In another technical scheme, a temporary stay cable 9 structure is made of steel wire ropes, steel strands or prefabricated parallel steel wires, one end of the temporary stay cable is provided with an ear plate connected with an anchoring section steel box girder segment 8, the other end of the temporary stay cable is provided with an anchor head with adjustable length, the anchor head penetrates through a temporary anchor 5 cable guide pipe, the anchor and the temporary anchor 5 are used for transmitting 12 axial forces of a main cable, the temporary stay cable 9 is continuously tensioned through a jack arranged behind the anchor head in the construction process, the 12 axial forces of the main cable are balanced, and the temporary stay cable 9 needs to be tensioned synchronously in two banks.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.

Claims (10)

1. A process design and construction method for ground anchor to self-anchored beam is characterized by comprising the following steps:
s1: erecting a trestle, constructing a main pier foundation and a bearing platform, constructing a lower tower column, an auxiliary pier and a cross pier body of a main tower, and constructing a temporary anchorage pile foundation;
s2: constructing a middle tower column of a main tower, completing the construction of a lower cross beam, performing soil body reinforcement construction for resisting the horizontal displacement of the pile top of a pile foundation, constructing an anchorage bearing platform, constructing each temporary pier, constructing a temporary pier anchorage span support in an anchorage span range, constructing a tower area support at the main pier, not constructing any support at the side span position between the anchorage span support and the tower area support, and paving a sliding track on the anchorage span support and the tower area support;
s3: constructing a middle tower column and an upper cross beam of a main tower, hoisting steel beam segments on the anchor span support and the tower area support by using a floating crane, assembling the steel beam segments in sections by sliding of the sliding rails, and welding the steel beam segments into a whole;
s4: completing the construction of a tower column and an upper cross beam, installing a tower top portal frame, hoisting a saddle, installing a cable sleeve base, and filling ballast concrete into an anchor span ballast area;
s5: constructing a temporary catwalk, installing a temporary guy cable for transmitting the axial force of the main cable to a temporary anchorage, erecting the main cable, installing a locking clamp and a sling, and installing a reverse lifting device;
s6: the steel beam segments are conveyed through a barge, the steel beam segments are hoisted to installation positions through an inverted lifting device, sling fastening nuts are installed, the steel beam segments are fixed through temporary connection, and temporary inhaul cables are synchronously tensioned;
s7: installing steel beam segments except the steel beam segments on the two sides of the main tower from the midspan to the two sides in sequence through the inverted lifting devices, simultaneously pushing saddles step by step and synchronously tensioning temporary inhaul cables;
s8: welding all steel beam sections, installing steel beam section folding sections on two sides of the main tower, dismantling a tower top portal frame, and constructing a tower top saddle chamber and a decoration section;
s9: removing the temporary piers, the anchor span support and the tower area support temporary structure, removing temporary inhaul cables step by step, and adjusting the cable force of the inhaul cables to a design value;
s10: constructing pier column capping beams at the temporary anchorage positions, and constructing facilities attached to the bridge deck and attached to the main cable;
s11: fine adjustment of sling rope force, fastening of a rope clamp, winding of a main rope, erection of a small box girder at the temporary anchorage position, dismantling of a catwalk, dismantling of an elevator and dismantling of a tower crane;
s12: and (4) dismantling the trestle, carrying out a finished bridge dynamic load test, and carrying out traffic operation.
2. The process design and construction method of ground anchor-to-self anchor frame beam as claimed in claim 1, wherein the main bridge in step S1 is a five-span double-tower structure self-anchored suspension bridge, which includes a main pier, an auxiliary pier, and a connecting pier, the auxiliary pier is located between the main pier and the connecting pier, and the main cable is anchored in the steel box beam at the top of the auxiliary pier; the temporary anchorage is arranged by utilizing the partial structure pile foundation of the bridge approach outside the connecting pier and the reinforced pile foundation, is positioned on the ground and is used for bearing the horizontal component force and the upward pulling force of the main cable in the construction process.
3. The process design and construction method of ground anchor-to-self anchor beam as claimed in claim 1, wherein in step S2, the temporary anchorage soil body is reinforced to a soil body within the range of anchorage cap, the soil body reinforcement is used to replace or reinforce sludge within the range, and the soil body reinforcement and anchorage pile foundation work together to bear the horizontal component force of the main cable, reduce the excessive pile top displacement caused by the horizontal component force, and ensure the structure safety.
4. The process design and construction method of ground anchor-to-self anchor beam as claimed in claim 1, wherein in step S3, the concrete process of sliding and assembling the steel beam segments in sections is as follows:
s31: installing a sliding trolley and a pushing device on a sliding track of the anchor span support, hoisting the first steel beam section to the sliding trolley of the sliding track by using a floating crane, and pushing the first steel beam section to a design position by using the pushing device through a synchronous control system;
s32: after the first steel beam section is pushed in place, removing pushing equipment at the first steel beam section;
s33: a positioning jack is installed on the first steel beam section, the linear shape of the beam section is adjusted, and the sliding trolley is withdrawn through the temporary supporting fixed position;
s34: hoisting the second steel beam segment to a sliding trolley of the sliding track by the floating crane, and pushing the second steel beam segment to a designed position by the pushing equipment;
s35: repeating the steps S32 and S33 until all of the steel beam segments on the anchor span support are installed in place;
s36: carrying out girth welding on each steel beam segment;
s37: and transferring the sliding trolley and the pushing equipment to the tower area support, completing hoisting, sliding and assembling of all steel beam sections on the tower area support according to the steps, and performing girth welding.
5. The process design and construction method of ground anchor to self-anchored beam as claimed in claim 4, the sliding track is a pair of steel rails, the steel rails are formed by sequentially splicing a plurality of steel rail single sections, each steel rail single section is formed by hinging a pair of steel rail bases through bottom edges, a pair of through connecting channels are oppositely arranged on the pair of steel rail bases, rubber pads are clamped on the inner surfaces of the steel rails at the parts connected with the pair of steel rail bases, the steel rails are detachably arranged on the anchor span support, the sliding trolley is a pair of beam conveying trolleys which are connected into a whole through a connecting beam and are matched with the pair of steel rails in a sliding manner, a vertical supporting beam is fixedly arranged on the connecting beam, the lower end of the steel beam is tightly attached to the anchor span support, the part of the support beam above the connecting beam is arranged to be a telescopic structure, and the step S33 in the specific process of sliding and assembling the steel beam sections in a segmented manner specifically comprises the following steps:
s331: after the steel beam sections are pushed in place, the beam transporting trolley in front is positioned behind the steel rail single section where the front ends of the steel beam sections are positioned, and the position adjusting jack is installed on the beam transporting trolley to adjust the line shapes of the steel beam sections;
s332: removing a pair of steel rail single sections at the front ends of the steel beam sections from the anchor span support, wherein a pair of steel rail bases corresponding to each steel rail single section rotate to be supported at the front ends of the steel beam sections in a splayed manner, and the rubber pads slide in a staggered manner;
s333: inserting a pair of limiting rods into a pair of connecting channels corresponding to a pair of steel rail single sections respectively, supporting a supporting plate with a T-shaped section on a rubber pad, supporting a horizontal plate of the supporting plate on a pair of steel rail bases, wherein the horizontal plate and a vertical plate of the supporting plate are hinged to enable the horizontal plate of the supporting plate to adapt to the linear shape of the steel beam section or fixedly connect the horizontal plate and the vertical plate of the supporting plate, and inserting a wedge block on the upper surface of the supporting plate according to the linear shape of the steel beam section to adapt to the linear shape of the steel beam section;
s334: connecting columns are arranged in the space between the pair of limiting rods and the pair of steel rail foundations in a penetrating mode, and the connecting columns are clamped with the vertical plates of the supporting plates through the inserted U-shaped clamping plates to complete fixed supporting of single steel rail sections;
s335: the supporting beam is supported between the steel beam section and the anchor span bracket by adjusting the telescopic length, and the tail end of the steel beam section is also supported by a temporary support;
s336: retracting the positioning jack on the beam transporting trolley, and transferring the stress of the steel beam segment to the support plate, the support beam and the temporary support;
s337: withdrawing the beam transporting trolley backwards, withdrawing the supporting beams together, bearing the supporting beams when the temporary supporting is carried out, removing the temporary support and supporting the temporary support below the steel beam section in front of the beam transporting trolley, continuing withdrawing the beam transporting trolley until the next pair of steel rail single sections are yielded, adjusting the bearing of the supporting beams to bear the force, removing the temporary support, and repeating the steps S332 to S334 to finish the fixed support of the steel rail single sections;
s338: and continuously mounting the next steel beam segment on the back-off beam conveying trolley, and repeating the steps to complete the linear adjustment and the support of the steel beam segment.
6. The process design and construction method of ground anchor-to-self-anchored beam as claimed in claim 1, wherein in step S2, the tower region support is an inverted trapezoid support arranged using the bearing platform of the main tower as a foundation for installing the sling-free steel beam section in the main tower region.
7. The ground anchor-to-self anchor girder construction method as claimed in claim 1, wherein in step S5, a 3-span separation type temporary catwalk is provided between a pair of main towers and between the main towers and the auxiliary piers, and a traction system for erecting main cables is disposed on the temporary catwalk, and a small catwalk for pulling the cable strand to bridge is further provided between the bridge surface of the junction pier and the end of the temporary anchor pad.
8. The process design and construction method of ground anchor-to-self anchor beam as claimed in claim 1, wherein in step S5, the back-lifting device comprises a hydraulic lifting cylinder, a steel strand and a steel strand retracting device, the hydraulic lifting cylinder support and the steel strand retracting device are fixed as a whole, the steel strand passes through the hydraulic lifting cylinder after passing through the steel strand retracting device and then is fixedly connected to the anchor support, and the anchor support is connected to the locking clamp.
9. The process design and construction method of ground anchor-to-self-anchored beam as claimed in claim 1, wherein in step S7, the length of the sling in the midspan is short, a plurality of beam sections are installed as a whole by using a reverse lifting device, and the steel beam sections at other positions except the midspan are all reversely lifted by a single beam section.
10. The process design and construction method of ground anchor self-anchored beam as claimed in claim 1, wherein the temporary guy cable structure is made of steel wire rope, steel strand or prefabricated parallel steel wires, one end of the temporary guy cable is provided with an ear plate connected with the steel box beam of the anchoring section, the other end is provided with an anchor head with adjustable length, the anchor head penetrates through the temporary guy cable guide tube, the anchor and the temporary guy cable are used for transmitting the axial force of the main cable, the temporary guy cable is continuously tensioned by a jack arranged behind the anchor head in the construction process, the axial force of the main cable is balanced, and the temporary guy cable needs to be synchronously tensioned with both sides facing each other.
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