WO2021078310A1 - 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装 - Google Patents

路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装 Download PDF

Info

Publication number
WO2021078310A1
WO2021078310A1 PCT/CN2020/137474 CN2020137474W WO2021078310A1 WO 2021078310 A1 WO2021078310 A1 WO 2021078310A1 CN 2020137474 W CN2020137474 W CN 2020137474W WO 2021078310 A1 WO2021078310 A1 WO 2021078310A1
Authority
WO
WIPO (PCT)
Prior art keywords
main
pier
girder
small box
section
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/CN2020/137474
Other languages
English (en)
French (fr)
Inventor
徐声亮
陈巨峰
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Ningbo Municipal Engineering Construction Group Co Ltd
Original Assignee
Ningbo Municipal Engineering Construction Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Ningbo Municipal Engineering Construction Group Co Ltd filed Critical Ningbo Municipal Engineering Construction Group Co Ltd
Priority to US17/630,902 priority Critical patent/US11634877B2/en
Publication of WO2021078310A1 publication Critical patent/WO2021078310A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • 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
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type

Definitions

  • the invention relates to a dismantling construction method, in particular to a dismantling construction method for dismantling a temporary support system of a prefabricated small box girder type concealed beam of a road and bridge.
  • the invention also relates to a dismantling tool suitable for the above dismantling and dismantling construction method.
  • the estimated cost of using cast-in-place box girder for the same area of the main bridge is greater than the estimated cost of using prefabricated small box girder. Therefore, in terms of cost savings, the choice of prefabricated small box girder for road bridge deck construction can greatly reduce construction costs. At the same time, this construction method can also shorten the construction period.
  • diagonal braces are added at the bottom of the vertical support, and many connecting rods are arranged for the diagonal braces to reduce the calculated length of the diagonal braces and improve the overall stability of the support system, so that the lower support forms a truss system.
  • the supporting system is designed for the construction of road bridges with PC hollow slab girder (span 20m, beam height 90cm, single girder weight 22.2 tons), the main bridge is prefabricated small box girder (90 tons per piece).
  • the invention provides a demolition construction method for dismantling the temporary support system of the prefabricated small box girder type hidden cover beam of the road and bridge, which can efficiently remove the road and bridge prefabrication set before the construction of the prefabricated small box girder type hidden cover beam of the road and bridge.
  • Temporary support system for small box girder concealed beams are used to dismantling the temporary support system of the prefabricated small box girder type hidden cover beam of the road and bridge.
  • a construction method for dismantling the temporary support system of prefabricated small box girder-type hidden cover beams for roads and bridges includes the following steps:
  • the side close to the side pier supporting system is suspended by the first hoisting equipment, and the side close to the main pier supporting system is hoisted by the second hoisting equipment, and then the outer main girder is removed
  • the vertical support of the side pier can be hoisted to the flatbed by a truck crane;
  • step (2) After the vertical support of the side pier is removed, the connection between the outer main girder section and the middle section of the main girder is released, and the first hoisting equipment and second hoisting equipment used in step (2) are started at the same time, and the outer main girder The section falls to the ground, and then is dragged by a truck crane to the outside of the projection range of the prefabricated small box girder, and then hoisted onto a flatbed truck;
  • the middle beam section of the main girder is suspended by the movable hoisting equipment, the connection between the middle beam section of the main girder and the main truss system is released, and then the horizontal displacement device of the movable hoisting equipment is activated to transport the main girder section a to the middle of the span Then start the suspension mechanism of the movable hoisting equipment, and move the middle beam of the main beam to the flatbed truck;
  • the first hoisting equipment used in step (2) includes a cantilevered girder, a counter-pressure girder, a first suspension mechanism and an anchor pier;
  • the cantilever beam can be set across the width of the hidden cover beam
  • the first suspension mechanism is fixed under the cantilever beam
  • the anchoring pier head is arranged on the top of the back pressure girder, and the anchor rod of the anchoring pier head is fixed with the cast-in-place hidden cover beam.
  • the cantilevered girder is anchored by the anchoring pier head fixed on the back pressure girder to the in-situ hidden cover beam. It is tightly located between the back pressure beam and the cast-in-place hidden cover beam.
  • the second hoisting equipment used in step (2) includes a supporting beam, a foundation beam, and a second suspension mechanism;
  • the foundation beam includes a foundation beam a and a foundation beam b;
  • the supporting girder spans over two adjacent prefabricated small box girders, and one end of the supporting girder is fixed to the cast-in-situ hidden cover beam by the foundation beam a, and the other end is fixed to the top pad on the prefabricated small box girder by the foundation beam b. Beam fixed
  • the second suspension mechanism is suspended and supported on the supporting beam, and the suspension end of the second suspension mechanism can pass through the gap between two adjacent prefabricated small box beams, and is supported by the beam section of the outer main beam close to the main pier.
  • One side of the system is fixed.
  • the movable hoisting equipment used in step (4) includes a horizontal displacement device, a suspension mechanism, and a movement that can carry the suspension mechanism to reciprocate along the movable track under the power of the horizontal displacement device.
  • Trolley The suspension mechanism is installed on the mobile trolley, and the suspension end of the suspension mechanism can pass through the gap between two adjacent prefabricated small box beams and then be fixed to the middle beam section of the main beam;
  • the movable track is laid along the bridge direction
  • the horizontal displacement device includes a power mechanism, the output end of the power mechanism is fixed with the moving trolley through a traction steel cable; the power mechanism is arranged in the range of the cast-in-place hidden cover beam through a reaction force bracket.
  • the mobile trolley includes a supporting beam and a basic beam; the upper end of the basic beam is fixed to the supporting beam, and the lower end is equipped with rollers that can move along the movable track; the suspension mechanism is installed on the supporting beam.
  • the number of the horizontal shifting device, the moving trolley, and the movable track are all two, and they are symmetrically distributed on both sides of the road center line in the transverse direction.
  • the power source of the horizontal displacement device is a continuous jack, and the continuous jack is fixed in the range of the cast-in-place hidden cover beam through a reaction frame.
  • the bottom of the reaction frame is anchored in the hidden cover beam, and the top is provided with a manual hoist for hoisting the continuous jack.
  • Another technical purpose of the present invention is to provide a tool for removing the temporary support system of prefabricated small box girder-type concealed beams for roads and bridges, which includes a horizontal displacement device, a suspension mechanism and the power drive of the horizontal displacement device, which can carry the suspension
  • the mobile trolley that the mechanism moves back and forth along the movable track;
  • the suspension mechanism is installed on the mobile trolley, and the suspension end of the suspension mechanism can pass through the gap between two adjacent prefabricated small box beams, and then be fixed to the middle beam section of the main beam; the movable track is laid along the bridge direction ;
  • the horizontal displacement device includes a power mechanism.
  • the output end of the power mechanism is fixed with the moving trolley through a traction cable; the power mechanism is arranged in the range of the cast-in-place hidden cover beam through a reaction force bracket.
  • the number of the horizontal shifting device, the moving trolley, and the movable track are all two, and they are symmetrically distributed on both sides of the road center line in the transverse direction.
  • the present invention has the following beneficial effects:
  • This application solves the dismantling of a large-scale temporary measure structure (a temporary support system for prefabricated small box girder-type hidden cover beams of roads and bridges) in a state of limited headroom.
  • this technical solution realizes the vertical lifting of the components by the electric hoist by providing multiple sets of temporary supporting components based on prefabricated small box beams and cover beams; on the other hand, through the combination of "continuous jack + rail car", the realization The horizontal movement of the component.
  • the combination of multiple systems makes the large temporary support system within the projection range of the prefabricated small box girder possible to be quickly dismantled after the erection of the prefabricated small box girder is completed, avoiding the impact of traditional large truck cranes, crawler cranes and other equipment on the operating space. Claim.
  • the system can also be widely used for the dismantling of other structures in similar limited spaces, and has good applicability.
  • Figure 1 is a schematic structural diagram of a temporary support system for prefabricated small box girder-type concealed beams of roads and bridges;
  • Figure 2 is a schematic structural diagram of another temporary support system for prefabricated small box girder concealed beams of roads and bridges;
  • Fig. 3 is a construction method for dismantling the temporary support system of prefabricated small box girder type concealed beam for road and bridge according to the present invention
  • Figure 4a is a schematic diagram of the present invention using a single 25-ton truck crane to remove a cantilever beam;
  • Figure 4b is a schematic view of the structure of the present invention for the removal of the vertical support system of the side pier;
  • Figure 4c is a schematic diagram of the structure of the main beams related to the side piers of the present invention being removed;
  • Figure 4d is a schematic diagram of the structure of the main pier related to the main beam removal of the present invention.
  • Figure 4e is a structural schematic diagram of the present invention adopting a translational suspension device to translate and drop the relevant main beam of the main pier;
  • Figure 4f is a schematic structural diagram of the hoisting of the translational suspension equipment of the present invention and the hoisting of the main truss system;
  • Figure 4g is a structural schematic diagram of the present invention adopting a translational suspension device to lay the main truss system on its side;
  • Figure 4h is a structural schematic diagram of the present invention adopting a translational suspension device to load the main girder system in a flat state;
  • Figure 4i is a schematic diagram of the present invention using a translational suspension device to remove the vertical support system and pad beam of the main pier;
  • Fig. 5a is a schematic structural diagram of the first hoisting device (in the bridge direction) in Fig. 4c;
  • Figure 5b is a schematic structural diagram of the first hoisting device (transverse bridge direction) in Figure 4c;
  • Figure 6b is a vertical structural view of the second hoisting equipment (transverse bridge direction) in Figure 4c;
  • FIG. 4-6 11-1. Outer main beam section; 4. Second hoisting equipment; 5. First hoisting equipment; 14. Concealed cover beam; 34. Side pier supporting system; 5-1. Pre-embedded Bolt; 5-2, overhanging beam; 5-3, anchor plate; 5-4, anchor pier head; 5-5, back pressure beam; 5-6, first electric hoist; 5-7, first Steel wire rope; 4-1, supporting beam; 4-2, the second electric hoist; 4-3, foundation beam; 4-4, pad beam b; 4-5, the second steel wire rope;
  • Fig. 7a is a schematic structural diagram of the first translationally movable suspension mechanism (in the bridge direction) in Fig. 4d;
  • Figure 7b is a schematic structural view of the first translationally movable suspension mechanism (transverse bridge direction) in Figure 4d;
  • Figure 7c is a structural diagram of the first translation drive mechanism in Figure 4d;
  • Figure 7a-7c 11-2, the middle beam section of the main beam; 14-1, the first concealed beam; 14-2, the second concealed beam; 15, the prefabricated small box beam; 2. the main pier supporting system; 41. The first translational suspension mechanism; 42, the first track assembly; 43. The first horizontal displacement device; 51. The second translational suspension mechanism; 52. The second track assembly; 53, the second horizontal displacement Device
  • spatially relative terms can be used here, such as “above”, “above”, “above the surface”, “above”, etc., to describe as shown in the figure Shows the spatial positional relationship between one device or feature and other devices or features. It should be understood that the spatially relative terms are intended to encompass different orientations in use or operation in addition to the orientation of the device described in the figure. For example, if the device in the drawing is turned upside down, then a device described as “above other devices or structures” or “above other devices or structures” will then be positioned as “below the other devices or structures” or “on Under other devices or structures”. Thus, the exemplary term “above” can include both orientations “above” and “below”. The device can also be positioned in other different ways (rotated by 90 degrees or in other orientations).
  • this embodiment discloses a cantilever support system for supporting prefabricated small box girder concealed beams of roads and bridges; including main beam 11, main pier support system, and side pier support system 34; among them:
  • the main girder 11 is arranged along the lateral side of the road and bridge piers (transversely refers to the width direction of the road bridge deck, the horizontal direction in FIG. 1), and is spliced by two sections, which are the main girder supported by the main pier supporting system.
  • the beam section a and the main beam section b which is supported on the side pier support system 34 at one end and can be spliced with the main beam section a at the other end.
  • the bridge pier includes the main pier and the side pier; the main pier includes the main pier cap 21 and
  • the main pier column 22 is set on the main pier cap 21, and the side pier includes the side pier cap 31 and the side pier column 32 set on the side pier cap 31.
  • a section of cantilever beams are respectively installed at both ends of the main beam 11, corresponding to the first cantilever beam 12 and the second cantilever beam 13. It is used as the supporting platform for the construction work platform and part of the cast-in-place hidden cover beam bracket.
  • the cantilever beam adopts a variable cross-section I-shaped structure. In order to match the main beam 11, it is in a double-split state and the width of the single beam flange plate is the same as the single-piece main beam 11 flange width of the main beam 11.
  • the cantilever beam and the main beam 11 are connected by high-strength bolts.
  • the main pier supporting system is arranged on the lateral side of the main pier area and located below the main beam 11, and the lower end of the main pier supporting system is fixed to the main pier cap 21, and the upper end is fixed to the main beam 11;
  • the main pier supporting system is arranged on the lateral outer side of the main pier column 22.
  • the main pier supporting system of the present invention includes a main pier pad beam 23, a main pier vertical support 24, and a main truss system 25, in which:
  • the main truss system 25 includes an upper chord, a lower chord, and a W-shaped truss arranged between the upper and lower chords; the W-shaped truss is composed of two outer web members and two inner web members, of which two The inner web rods form an inverted V-shaped member at the middle position of the W-shaped truss.
  • the two outer web rods are arranged symmetrically on the outside of the inverted V-shaped member, and the inclination angle of the outer web rods relative to the lower chord is 42.3° (not less than 40° is better).
  • the inclination angle of the inner web is 65 degrees.
  • main pier vertical supports 24 both of which are arranged between the lower end of the W-shaped truss and the pad beam, which are the first main pier vertical support 24 and the second main pier vertical support 24;
  • the upper end of the second main pier vertical support 24 can be connected and fixed with the lower surface of the lower chord through a detachable connector b, while the lower ends of the first and second main pier vertical supports 24 can be detachable connector c It is fixed to the main pier beam 23.
  • connection point of the first main pier vertical support 24 and the lower chord (connected by flange connection) is set corresponding to the location of the connection point E, and the connection point of the second main pier vertical support 24 and the lower chord ( (Flange connection) is set corresponding to the location of the connection point F.
  • the side pier supporting system 34 is arranged on the lateral side of the side pier area and located below the main beam 11, and the lower end of the side pier supporting system 34 is fixed to the side pier cap 31, and the upper end is fixed to the main beam 11.
  • the side pier supporting system 34 is arranged on the laterally outer side of the side pier column 32.
  • the side pier support system 34 includes side pier vertical support.
  • the upper end of the side pier vertical support is fixedly connected to the main beam 11 by means of bolt fasteners through flange connection, and the lower end is fixed by welding. The way is fixed with the side pier cap 31.
  • the supporting area of the side pier is affected by the bending effect of the main beam 11 and the stress distribution in the supporting range is uneven. Due to the problem of the supporting point, the peak stress of the main beam 11 appears near the pad beam connected to the vertical support of the side pier.
  • a vertical pad beam system that is, the web of the pad beam and the web of the main beam 11 are arranged at 90°).
  • the side pier pad beam 33 adopts a welded steel box girder structure.
  • the side pier cushion beam 33 is provided with a support stiffener at an interval of 20 cm along the length of the web, and at the corresponding position of the web of the main beam 11, the stiffeners are arranged in the cross section direction (the other stiffeners are only arranged on the outer side of the web ); At the same time, in order to adapt to the stress concentration effect caused by the bending of the main beam 11, a longitudinal stiffening is added on the outside of the top plate, which corresponds to the local support stiffening of the main beam 11.
  • the supporting system described in this embodiment is a large-span road bridge prefabricated small box girder temporary support system, in which: the main girder 11, It is formed by splicing three main girder sections.
  • the three main girder sections are respectively the main girder section a, the first main girder girder section b, and the second main girder girder section b; among them, the main girder girder section a and the main girder Assembling the truss system; one end of the first main beam section b is supported on the side pier cap of the first side pier, and the other end is spliced with one end of the main beam section a; the second main beam section b is supported at one end On the side pier cap of the second side pier, the other end is spliced with the other end of the main beam section a.
  • the road bridge is provided with a side pier on both sides of the main pier; therefore, for the supporting system, a side pier supporting system is provided for each side pier, and for the main pier, a side pier supporting system is provided.
  • a main pier supporting system; the main beam is supported by the above-mentioned main pier supporting system and the side pier supporting system symmetrically arranged on both sides of the main pier supporting system.
  • Main pier supporting system 2 first remove the middle beam section 11-2 of the main beam of the main beam, then remove the truss, and finally remove the column and the main pier pad beam.
  • the prefabricated small box girder 15 erection machinery mainly includes 4 categories: “1Bridge erecting machine”, “2Truck crane”, “3Crawler crane” and “4Gantry crane”. Taking into account the actual situation of the 14th section of the hidden cover beam, the present invention can only choose a truck crane for hoisting, and the main reasons are as follows:
  • the bridge erecting machine requires the supporting system to provide sufficient vertical and horizontal bearing capacity, which poses a high potential safety hazard.
  • the present invention adopts the erection equipment of the prefabricated small box beam 15 in the section of the hidden cover beam 14 of the truck crane.
  • the first hoisting device 5 as shown in Figures 5a and 5b, includes a first suspension mechanism; the fixed end of the first suspension mechanism is fixed on the hidden cover beam 14, and the suspension end of the first suspension mechanism It can be fixed to the side of the outer main beam section 11-1 close to the side pier support system 34;
  • the second hoisting device 4 as shown in Figures 6a and 6b, includes a second suspension mechanism; the fixed end of the second suspension mechanism is partly fixed on the hidden cover beam 14 and partly fixed on the outer main beam On the prefabricated small box girder 15 above the beam section 11-1, the suspension end of the second suspension mechanism can pass through the gap between two adjacent prefabricated small box girders 15, and then connects to the outer main girder section 11- 1 The side close to the main pier supporting system 2 is fixed.
  • the first suspension mechanism and the second suspension mechanism have the same structure, and both include an electric hoist and a wire rope connected to the power output end of the electric hoist.
  • the end of the wire rope can pass through the gap between two adjacent prefabricated small box beams 15 Later, it is fixed to the side of the outer main beam section 11-1 close to the main pier supporting system 2.
  • the first suspension mechanism includes a first electric hoist 5-6 and a first wire rope 5-7 connected to the power output end of the first electric hoist 5-6, and the end of the first wire rope 5-7 can pass through the adjacent After the gap between the two prefabricated small box beams 15, they are fixed to the side of the outer main beam section 11-1 close to the main pier supporting system 2; and the second suspension mechanism includes a second electric hoist 4-2 and a second electric hoist 4-2. 2.
  • the second steel wire rope 4-5 connected to the power output end of the electric hoist 4-2, the end of the second steel wire rope 4-5 can pass through the gap between two adjacent prefabricated small box beams 15, and then connect with the outer main beam
  • the beam section 11-1 is fixed close to the other side of the main pier supporting system 2.
  • the fixed end of the first suspension mechanism of the present invention is fixed to the hidden cover beam 14 through the first fixing structure.
  • the first fixed structure includes a cantilevered girder 5-2, a counter-pressure girder 5-5, and an anchoring pier head 5-4; the cantilevered girder 5-2 can be set across the width of the hidden cover beam 14; At least one girder 5-5 is set on the upper surface of the cantilever girder 5-2; the anchoring pier head 5-4 is arranged on the top of the counter-pressure girder 5-5, and the anchor rod (pre-set) of the pier head 5-4 is anchored.
  • Buried bolts 5-1) are fixed to the cast-in-place hidden cap beam 14, the cantilevered girder 5-2 is anchored to the cast-in-place hidden cap beam 14 through the anchoring pier head 5-4 fixed on the back pressure girder 5-5
  • the anchor plate 5-3 is set between the back pressure girder 5-5 and the cast-in-situ hidden cover girder 14, and the anchor pad 5-3 is set between the anchor pier head 5-4 and the back pressure girder 5-5;
  • the fixed end is fixed under the cantilever beam 5-2.
  • the first suspension mechanism of the present invention at the installation position of the first suspension mechanism of the present invention on the prefabricated small box beam 15 type hidden cover beam, there is only the hidden cover beam 14 and no prefabricated small box beam 15, so the first suspension
  • the first fixed structure of the hanging mechanism is configured with a cantilevered beam 5-2 for support.
  • the second fixed structure includes a supporting beam 4-1 and a foundation beam 4-3; the foundation beam 4-3 includes two foundation beams a and a foundation beam b; one end of the supporting beam 4-1 is connected to One end of the foundation beam a is fixed, and the other end of the foundation beam a is fixed to the hidden cover beam 14 through the cushion beam a; the other end of the supporting beam 4-1 is fixed to one end of the foundation beam b4-4, and the other end is fixed to the prefabricated small box beam
  • the cushion beam b4-4 configured on 15 is fixed; the fixed end of the second suspension mechanism is fixed on the supporting beam 4-1.
  • the supporting beam 4-1 is bridged above the two adjacent prefabricated small box beams 15, and one end of the supporting beam 4-1 is fixed to the cast-in-place hidden cover beam 14 through the foundation beam a, and the other end is connected to the foundation beam b.
  • the pad beam b4-4 arranged on the prefabricated small box beam 15 is fixed.
  • the foundation beam at one end of the supporting beam 4-1 is located on the cast-in-place hidden cover beam 14, and the other end The supporting beam 4-1 is located within the prefabricated small box girder 15.
  • a channel steel is arranged at the bottom of the foundation beam of the prefabricated small box girder for use as a cushion beam. .
  • the two movable hoisting equipment are the first movable hoisting equipment and the second movable hoisting equipment;
  • the road bridge includes several bridge sections arranged along the bridge direction, and each bridge section includes the bridge section arranged along the road and bridge. If the small box girder 15 is intervened and the first concealed beam 14-1 and the second concealed beam 14-2 that are arranged along the cross-bridge direction of the road and bridge and are cast-in-situ with the two ends of each prefabricated small box beam 15 respectively;
  • a movable hoisting equipment and a second movable hoisting equipment are symmetrically arranged on both sides of the transverse bridge to the center line of the bridge section, and are respectively fixed to the middle beam section 11-2 of the main girder or the W-shaped truss; ensure that the hoisting points cover the transverse bridge direction
  • the main truss and main girder system under the state of changing position.
  • each movable hoisting device includes a translational suspension mechanism, a track assembly, and a horizontal displacement device;
  • the first movable hoisting device includes a first translational suspension mechanism 41.
  • the second movable hoisting equipment includes a second translationally movable suspension mechanism 51, a second track assembly 52, and a second horizontal displacement device 53.
  • one end of the track assembly is fixed on the first hidden cover beam 14-1, and the other end extends along the length of the prefabricated small box girder 15, and the track assembly has a gap between two adjacent prefabricated small box girders 15 to pass through The gap;
  • the translational suspension mechanism as shown in Figure 4d, Figure 4e, 7a, 7b, including a mobile trolley that can translate along the track assembly and a suspension mechanism whose fixed end is fixed on the mobile trolley;
  • the suspension end can pass through the gap of the track assembly and the gap between two adjacent prefabricated small box beams 15 in turn, and then be fixed to the middle beam section 11-2 of the main beam below the first hidden cover beam 14-1 or the W-shaped truss
  • the horizontal shifting device is fixed on the second hidden cover beam 14-2, and the power output end of the horizontal shifting device is fixed with the moving trolley through the traction component; the moving trolley is traction by the power of the horizontal shifting device
  • the traction of the component can translate along the track assembly.
  • the traction component is a
  • the track assembly as shown in FIGS. 4d, 4e, 7a, and 7b, includes a movable track 42-1; one end of the movable track 42-1 in the forward bridge direction is located above the first concealed beam 14-1 , The other end is divided into two sub-tracks with gaps along the bridge direction, corresponding to the first sub-track and the second sub-track; the first sub-track and the second sub-track are along two adjacent prefabricated small box beams 15 laying, and respectively arrange the track pad beams with their respective corresponding prefabricated small box beams 15.
  • the track is a movable track 42-1, which means that after disassembly, the track can be removed for reuse next time.
  • 22a I-steel is used on one side of the track (each pier has a track length of 9.0m on one side), and angle steel is welded on the top as a lateral limiting member.
  • a track pad beam is laid on the bottom of the movable track 42-1, and the track pad beam is perpendicular to the movable track 42-1, which is used to adjust the height difference between the cast-in-place hidden cover beam section and the 15 section of the prefabricated small box beam.
  • the mobile trolley includes a supporting beam 41-1 and a foundation beam 41-2; the foundation beam 41-2 has two foundation beams a and a foundation beam b; the supporting beam 41-1 spans the first sub-track and the second sub-track.
  • Two-way rails are provided; and the two ends of the supporting beam 41-1 are respectively fixed to one end of the foundation beam a and one end of the foundation beam b.
  • the other end of the foundation beam a and the other end of the foundation beam b are adapted to the rail assembly.
  • the equipped rollers 41-7 are respectively placed above the first sub-track and the second sub-track;
  • the suspension mechanism includes an electric hoist 41-3 and a suspension wire rope 41-6 connected to the power output end of the electric hoist 41-3;
  • the base 41-8 of the hoist is fixed at the middle position of the supporting beam 41-1, and the ends of the suspension wire rope 41-6 pass through the gap between the first sub-track and the second sub-track in turn, and two adjacent prefabricated small tracks. After the gap between the box beams 15, it is fixed to the middle beam section 11-2 or the W-shaped truss of the main beam below the first hidden cover beam 14-1.
  • the horizontal displacement device includes a power mechanism.
  • the output end of the power mechanism is fixed with the traction lug 41-4 on the mobile trolley through the traction steel bundle 41-5; the power mechanism is arranged by the reaction frame assembly In the second hidden cover beam 14-2 range.
  • the power mechanism is a continuous jack 43-4, and the continuous jack 43-4 is fixed above the second concealed beam 14-2 by a reaction force frame assembly.
  • the reaction force frame assembly includes a jack support beam 43-1, a manual hoist support beam 43-2, a manual hoist 43-3, a reaction force bracket 43-5, and an anchor screw 43-6; the upper end of the reaction force bracket 43-5 is installed Jack support beam 43-1, the lower end is anchored by anchoring screw 43-6 and second hidden cover beam 14-2; manual hoist support beam 43-2 is fixed with jack support beam 43-1; the fixed end of manual hoist is supported by manual hoist The beam 43-2 is fixed, and the operating end of the manual hoist is fixed to the fixed end of the continuous jack 43-4.
  • the two ends of the jack support beam 43-1 are symmetrically provided with manual hoist support beams 43-2; the manual hoist can be fixed to any one of the manual hoist support beams 43-2 at both ends of the jack support beam 43-1.
  • the reaction force frame adopts a box-shaped section and has a double-sided tension function.
  • the bottom of the reaction frame is anchored in the hidden cover beam by means of fine-rolled rebar.
  • the top of the reaction frame is equipped with a manual hoist crane (for hoisting the continuous jack 43-4), including 2 45a I-beams and 4 22a I-beams perpendicular to it.
  • the manual hoist is suspended at the 22a I-beam.
  • the core technology for the removal of the hidden cover beam support system is 1 the lifting equipment of the hidden cover beam section, 2 the lifting equipment of the prefabricated small box girder 15 section, and 3 the horizontal displacement device.
  • the hoisting equipment of the hidden cover beam section is the first hoisting equipment 5, which is used for hoisting the outer main beam section 11-1 adjacent to the side pier supporting system (the main beam section b in embodiment 1 or embodiment 2 On one side of the first main beam section b and the second main beam section b), as shown in Figures 4a and 4b, there is no prefabricated small box beam 15 in the hidden cover beam hoisting section, so the cantilever support is configured Beam 4-1, install electric hoist.
  • the cantilevered supporting beam 4-1 is fixed by two counter-pressure beams 5-5, and the top of the counter-pressure beam 5-5 is equipped with anchoring pier heads 5-4, and the constrained anchor rods are anchored with the cast-in-place hidden cap beam.
  • the hoisting equipment within the scope of the prefabricated small box girder 15 of the present invention is divided into two categories. They are as follows: One type is the second hoisting equipment 4, which is used to hoist the outer main beam section 11-1 adjacent to the main pier supporting system 2 (the main beam section b in embodiment 1 or the first beam section b in embodiment 2). One side of the main girder section b and the second main girder section b) adopts a simple support beam structure. The center line of the support beam is located in the gap between the prefabricated small box beams 15. At the same time, in order to ensure the overall stability during hoisting, The simply supported support beam is fixed by two foundation beams, as shown in Figure 6a and Figure 6b.
  • the foundation beam 41-2 at one end of the supporting beam is located on the cast-in-place hidden cover beam, and the foundation at one end is located in the prefabricated small box In the range of beam 15, in order to adjust the 10cm height difference between the hidden cover beam and the prefabricated small box beam 15, channel steel is arranged at the bottom of the foundation beam 41-2 of the small box beam.
  • the other type is used for hoisting the main beam section a (the middle beam section 11-2 of the main beam) and the main truss system within the scope of the main pier. Sliding ability. Therefore, a horizontal displacement device is installed at the bottom of the foundation beam 41-2, and the movable track 42-1 is laid along the bridge direction. 22a I-steel is used on one side of the track (each pier has a track length of 9.0m on one side), and angle steel is welded on the top as a lateral limiting member.
  • a track pad beam is laid on the bottom of the movable track 42-1, and the track pad beam is perpendicular to the movable track 42-1, which is used to adjust the height difference between the cast-in-place hidden cover beam section and the 15 section of the prefabricated small box beam.
  • One of the webs of the supporting beam is provided with a lifting lug structure for traction along the bridge, as shown in Figures 7a and 7b.
  • the continuous jack 43-4 is used as the power source of the horizontal displacement device for hoisting equipment in the main pier range.
  • the continuous jack 43-4 is arranged in the range of the cast-in-place concealed girder, and there are 2 in the transverse direction, arranged symmetrically on both sides of the center line of the road, to ensure that the hanging points cover the main truss and main girder system under the state of changing position in the transverse direction.
  • the continuous jacks 43-4 in the bridge direction are installed at the two ends of each link (or each) of the working coupling, and control the movement of the hoisting equipment in the same direction.
  • the maximum length of a single continuous jack 43-4 tow does not exceed 90m.
  • the continuous jack 43-4 setting area is equipped with a single customized reaction force frame.
  • the reaction force frame adopts a box-shaped section and has a double-sided tension function.
  • the bottom of the reaction frame is anchored in the hidden cover beam by means of fine-rolled rebar.
  • the top of the reaction frame is equipped with a manual hoist crane (for hoisting the continuous jack 43-4), including 2 45a I-beams and 4 22a I-beams perpendicular to it.
  • the manual hoist is suspended at the 22a I-beam.
  • the present invention includes the following steps in the specific dismantling operation, as shown in Fig. 3 and Fig. 4a-Fig. 4i:
  • the side close to the side pier support system 34 is suspended by the first hoisting equipment 5, and the side close to the main pier support system 2
  • the second hoisting equipment 4 is used for hoisting, and then the connection between the main beam section b and the vertical support of the side pier is removed, and the vertical support of the side pier can be hoisted to the flatbed by a truck crane; (3) connected to the side pier support system 34 Demolition and loading of the main beam section b

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

一种路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装。该拆除施工方法包括以下步骤：（1）拆除悬挑梁（12、13）；（2）边墩支承体系（34）的拆除、装车；（3）与边墩支承体系（34）连接的外侧主梁梁段（11-1）的拆除、装车；（4）与主墩支承体系（2）连接的主梁中部梁段（11-2）的拆除、平移、落梁；（5）主桁体系（25）起吊、侧卧落地、装车；（6）拆除主墩竖向支承体系（24）及垫梁（33）。该拆除施工方法能够使预制小箱梁投影范围内的大型临时支承体系，具备在预制小箱梁架设完成后，快速拆除的可能，规避了传统大型汽车起重机、履带起重机等设备对操作空间的要求。

Description

路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装 技术领域
本发明涉及一种拆除施工方法，尤其是一种拆除路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法。
本发明还涉及一种适用于上述拆拆除施工方法的拆除工装。
背景技术
通常地，相同面积的主桥采用现浇箱梁的概算费用大于采用预制小箱梁的概算费用，因此，从成本节约上来讲，路桥的桥面施工选择预制小箱梁可以极大地降低施工成本，同时这样的施工方式还能够缩短工期。
路桥的桥面采用预制小箱梁施工时，处于桥面纵向(桥面的长度延伸方向)的相邻的两桥墩之间跨接若干相互平行的预制小箱梁；相邻两跨之间的预制小箱梁之间，需要盖梁拼接才能实现桥面的连续铺设。
在施工上述的路桥桥面时，必然需要预先搭设支承体系。如中国专利CN101538831A所述的简支梁转换为连续梁的后浇隐盖梁施工方法中，公开了一种临时支承体系：采用3拼Φ273×7钢管作为竖向支承(柱间距12.5m)，设置双拼56a工字钢作为空心板梁的临时支承梁。同时为减少支承梁跨径，在竖向支承底部增加斜撑，并对斜撑配置诸多连接杆以减少斜撑的计算长度并提高支架体系的整体稳定性，使下部支承形成桁架体系。由于该支承体系是针对主桥为PC空心板梁(跨径20m，梁高90cm，单梁重22.2吨)的路桥施工而设计的，因此，对于主桥为预制小箱梁(90吨/片，为PC空心板梁的3倍有余)的路桥施工来说，这样的支承体系因承载能力的局限性而不适用；另外，更为重要的是，该支承体系局限于承载台的范围，且所采用的桁架体系，为了减少主支承柱的长度比，支承区域设置了密布杆件，则施工时，车辆(用于运载支承体系的各组成构件或者预制小箱梁)无法通行，因而增加了支承体系的拆除以及不能很好地通过提高运输能力来改善桥面施工效率。
发明内容
本发明提供的一种拆除路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法，可以在路桥预制小箱梁式隐盖梁施工后，高效拆除路桥预制小箱梁式隐盖梁施工前所搭设的路桥预制小箱梁式隐盖梁临时支承体系。
为实现上述的技术目的，本发明将采取如下的技术方案：
一种路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法，包括以下步骤：
(1)拆除悬挑梁
首先采用汽车起重机悬吊悬挑梁，然后拆除悬挑梁与主梁之间的连接，最后采用汽车起重机将悬挑梁吊至平板车移出；
(2)边墩支承体系的拆除、装车
在外侧主梁梁段长度延伸方向的两端附近，靠近边墩支承体系的一侧采用第一吊装设备悬吊，靠近主墩支承体系的一侧采用第二吊装设备吊装，然后拆除外侧主梁梁段与边墩竖向支承之间的连接，即可采用汽车起重机吊装边墩竖向支承至平板车；
(3)与边墩支承体系连接的外侧主梁梁段的拆除、装车
当边墩竖向支承拆除后，解除外侧主梁梁段与主梁中部梁段间的连接后，同时启动步骤(2)所采用的第一吊装设备、第二吊装设备，将外侧主梁梁段下落至地面，然后经汽车起重机拖拽至预制小箱梁投影范围外，吊装至平板车上；
(4)与主墩支承体系连接的主梁中部梁段的拆除、平移、落梁
采用可移动吊装设备悬吊主梁中部梁段后，解除主梁中部梁段与主桁体系间的联系，接着启动可移动吊装设备的水平移位装置，将主梁梁段a运至跨中附近，然后启动可移动吊装设备的悬吊机构，将主梁中部梁段落至平板车上；
(5)主桁体系起吊、侧卧落地、装车
启动可移动吊装设备的水平移位装置，促使可移动吊装设备复位；吊装主桁体系，然后解除主桁体系与主墩竖向支承的约束；
启动水平移位装置，将主桁体系运至跨中附近，最后可移动吊装设备的悬吊机构，将主桁体系侧卧落地；
更换可平移吊装设备中悬吊机构与主桁体系的连接位置，直至可平移吊装设备能够将主桁体系以平躺状态移至平板车；
(6)拆除主墩竖向支承体系及垫梁
启动水平移位装置，将预制小箱梁段的可移动吊装设备恢复至原支承上方，吊装主墩竖向支承体系，然后解除主墩竖向支承体系与垫梁之间联系；然后启动水平移位装置，将主墩竖向支承体系至跨中附近，最后启动电动葫芦将主墩竖向支承体移至平板车。
进一步地，步骤(2)中所采用的第一吊装设备，包括悬挑式大梁、反压大梁、第一悬吊机构以及锚固墩头；
悬挑式大梁能够横跨隐盖梁的宽度设置；
反压大梁至少有1根，设置在悬挑式大梁的上表面；
第一悬吊机构固定在悬挑式大梁的下方；
锚固墩头配置在反压大梁顶部，且锚固墩头的锚杆与现浇隐盖梁固定，悬挑式大梁通过固定在反压大梁上的锚固墩头对现浇隐盖梁的锚固而压紧在反压大梁与现浇隐盖梁之间。
进一步地，步骤(2)中所采用的第二吊装设备，包括支撑大梁、基础梁以及第二悬吊机构；基础梁包括基础梁a、基础梁b；
支撑大梁跨接在相邻的两根预制小箱梁上方，且支撑大梁的一端通过基础梁a与现浇隐盖梁固定，另一端则通过基础梁b与预制小箱梁上配置的顶部垫梁固定；
第二悬吊机构悬吊支承在支撑大梁上，且第二悬吊机构的悬吊端能够穿过相邻两根预制小箱梁之间的间隙后，与外侧主梁梁段靠近主墩支承体系的一侧固定。
进一步地，步骤(4)中所采用的可移动吊装设备，包括水平移位装置、悬吊机构以及在水平移位装置的动力驱动下，能够携带着悬吊机构沿着活动轨道往复移动的移动小车；悬吊机构配装在移动小车上，且悬吊机构的悬吊端能够穿过相邻两根预制小箱梁之间的间隙后，与主梁中部梁段固定；
活动轨道沿顺桥向铺设；
水平移位装置包括动力机构，动力机构的输出端通过牵引钢索与移动小车固定；动力机构通过反力支架布置在现浇隐盖梁范围。
进一步地，移动小车包括支承大梁、基础大梁；基础大梁的上端与支承大梁固定，下端配置能够沿着活动轨道移动的滚轮；悬吊机构配装在支撑大梁上。
进一步地，水平移位装置、移动小车以及活动轨道的数量均为2个，并对称分布在道路中心线横桥向两侧。
进一步地，水平移位装置的动力源为连续千斤顶，连续千斤顶通过反力架固定在现浇隐盖梁范围。
进一步地，反力架底部锚固在隐盖梁内，顶部设置用于吊装连续千斤顶的手动葫芦吊。
本发明的另一个技术目的是提供一种路桥预制小箱梁式隐盖梁临时支承体系的拆除工装，包括水平移位装置、悬吊机构以及在水平移位装置的动力驱动下，能够携带着悬吊机构沿着活动轨道往复移动的移动小车；
悬吊机构配装在移动小车上，且悬吊机构的悬吊端能够穿过相邻两根预制小箱梁之间的间隙后，与主梁中部梁段固定；活动轨道沿顺桥向铺设；
水平移位装置包括动力机构，动力机构的输出端通过牵引钢索与移动小车固定；动力机构通 过反力支架布置在现浇隐盖梁范围。
进一步地，水平移位装置、移动小车以及活动轨道的数量均为2个，并对称分布在道路中心线横桥向两侧。
根据上述的技术方案，相对于现有技术，本发明具有如下的有益效果：
本申请解决了有限净空状态下大型临时措施结构(路桥预制小箱梁式隐盖梁临时支承体系)的拆除。一方面，该技术方案通过提供多套基于预制小箱梁、盖梁的临时支承构件，实现了电动葫芦对构件的竖向吊装；另一方面,通过“连续千斤顶+轨道车”的组合，实现了构件的水平移动。多套系统的组合，使预制小箱梁投影范围内的大型临时支承体系，具备在预制小箱梁架设完成后，快速拆除的可能，规避了传统大型汽车起重机、履带起重机等设备对操作空间的要求。此外，该体系还可广泛用于其他类似有限空间内结构的拆除，具备较好的适用性。
附图说明
图1是一种路桥预制小箱梁式隐盖梁临时支承体系的结构示意图；
图1中：11-主梁；12-第一悬挑梁；13-第二悬挑梁；14-隐式盖梁；15-预制小箱梁；21-主墩承台；22-主墩立柱；23-主墩垫梁；24-主墩竖向支承；25-主桁体系；31-边墩承台；32-边墩立柱；33-边墩垫梁；34-边墩竖向支承；
图2是另一种路桥预制小箱梁式隐盖梁临时支承体系的结构示意图；
图2中：11-主梁；12-第一悬挑梁；13-第二悬挑梁；14-隐式盖梁；15-预制小箱梁；21-主墩承台；22-主墩立柱；23-主墩垫梁；24-主墩竖向支承；25-主桁体系；31-1、第一边墩承台；32-1、第一边墩立柱；33-1、第一边墩垫梁；34-3、第一边墩竖向支承；31-2、第二边墩承台；32-2、第二边墩立柱；33-2、第二边墩垫梁；34-4、第二边墩竖向支承；
图3是本发明所述路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法；
图4a是本发明采用单台25吨汽车起重机拆除悬挑梁的结构示意图；
图4b是本发明边墩竖向支承体系拆除的结构示意图；
图4c是本发明边墩相关主梁拆除的结构示意图；
图4d是本发明主墩相关主梁拆除的结构示意图；
图4e是本发明采用可平移吊挂设备将主墩相关主梁平移、落梁的结构示意图；
图4f是本发明可平移吊挂设备归位，主桁体系起吊的结构示意图；
图4g是本发明采用可平移吊挂设备将主桁体系侧卧落地的结构示意图；
图4h是本发明采用可平移吊挂设备将主桁体系以平躺状态装车的结构示意图；
图4i是本发明采用可平移吊挂设备拆除主墩竖向支承体系及垫梁的结构示意图；
图5a是图4c中第一吊装设备(顺桥向)的结构示意图；
图5b是图4c中第一吊装设备(横桥向)的结构示意图；
图6a是图4c中第二吊装设备(顺桥向)立面构造图；
图6b是图4c中第二吊装设备(横桥向)立面构造图；
图4-6中：11-1、外侧主梁梁段；4、第二吊装设备；5、第一吊装设备；14、隐式盖梁；34、边墩支承体系；5-1、预埋螺栓；5-2、悬挑式大梁；5-3、锚垫板；5-4、锚固墩头；5-5、反压大梁；5-6、第一电动葫芦；5-7、第一钢丝绳；4-1、支撑大梁；4-2、第二电动葫芦；4-3、基础梁；4-4、垫梁b；4-5、第二钢丝绳；
图7a是图4d中第一可平移悬吊机构(顺桥向)的结构示意图；
图7b是图4d中第一可平移悬吊机构(横桥向)的结构示意图；
图7c是图4d中第一平移驱动机构的构造图；
图7a-7c中：11-2、主梁中部梁段；14-1、第一隐盖梁；14-2、第二隐盖梁；15、预制小箱梁；2、主墩支承体系；41、第一可平移悬吊机构；42、第一轨道组件；43、第一水平移位装置；51、第二可平移悬吊机构；52、第二轨道组件；53、第二水平移位装置；
41-1、支承大梁；41-2、基础大梁；41-3、电动葫芦；41-4、牵引吊耳；41-5、牵引钢束；41-6、悬吊钢丝绳；41-7、滚轮；41-8、电动葫芦的基座；42-1、活动轨道；42-2、轨道垫梁a；42-3、轨道垫梁b；
43-1、千斤顶支撑梁；43-2、手动葫芦支承梁；43-3、手动葫芦；43-4、连续千斤顶；43-5、反力支架；43-6、锚固螺杆。
具体实施方式
下面将结合本发明实施例中的附图，对本发明实施例中的技术方案进行清楚、完整地描述，显然，所描述的实施例仅仅是本发明一部分实施例，而不是全部的实施例。以下对至少一个示例性实施例的描述实际上仅仅是说明性的，决不作为对本发明及其应用或使用的任何限制。基于本发明中的实施例，本领域普通技术人员在没有作出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。除非另外具体说明，否则在这些实施例中阐述的部件和步骤的相对布置、表达式和数值不限制本发明的范围。同时，应当明白，为了便于描述，附图中所示出的各个部分的尺寸并不是按照实际的比例关系绘制的。对于相关领域普通技术人员已知的技术、方法和设备可能不作详细讨论，但在适当情况下，所述技术、方法和设备应当被视为授权说明书的一部分。在这里示出和讨论的所有示例中，任何具体值应 被解释为仅仅是示例性的，而不是作为限制。因此，示例性实施例的其它示例可以具有不同的值。
为了便于描述，在这里可以使用空间相对术语，如“在……之上”、“在……上方”、“在……上表面”、“上面的”等，用来描述如在图中所示的一个器件或特征与其他器件或特征的空间位置关系。应当理解的是，空间相对术语旨在包含除了器件在图中所描述的方位之外的在使用或操作中的不同方位。例如，如果附图中的器件被倒置，则描述为“在其他器件或构造上方”或“在其他器件或构造之上”的器件之后将被定位为“在其他器件或构造下方”或“在其他器件或构造之下”。因而，示例性术语“在……上方”可以包括“在……上方”和“在……下方”两种方位。该器件也可以其他不同方式定位(旋转90度或处于其他方位)。
为便于描述本发明所述路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法，在此需要预先介绍本发明拆除施工针对的对象：路桥预制小箱梁式隐盖梁临时支承体系。如图1、图2所示，其为所述临时支承体系的两种不同实施例，具体记载如下：
实施例1
如图1所示，本实施例公开了一种悬臂式支承体系，用于路桥预制小箱梁式隐盖梁的支承；包括主梁11、主墩支承体系、边墩支承体系34；其中：
所述主梁11，沿着路桥桥墩的横向侧(横向指路桥桥面的宽度方向，附图1的水平方向)布置，由两段拼接而成，分别为由主墩支承体系支承的主梁梁段a以及一端支承在边墩支承体系34上、另一端则能够与主梁梁段a拼接的主梁梁段b，路桥桥墩包括主墩以及边墩；主墩包括主墩承台21以及设在主墩承台21上的主墩立柱22，边墩包括边墩承台31以及设在边墩承台31上的边墩立柱32。
为减少临时措施成本，降低主梁11钢结构用量，在主梁11的两端均各自配装了一段悬挑梁，对应为第一悬挑梁12、第二悬挑梁13。以作为施工作业平台及部分现浇隐式盖梁支架的支承平台。悬挑梁采用变截面工字型构造。为与主梁11匹配，呈双拼状态且单梁翼缘板宽度与主梁11的单片主梁11翼缘宽度一致。悬挑梁与主梁11间采用高强螺栓连接。
所述的主墩支承体系，设置在主墩区域的横向侧并位于主梁11下方，且主墩支承体系的下端与主墩承台21固定，上端则与主梁11固定；附图中，主墩支承体系设在主墩立柱22处于横向的外侧。
为了满足路桥预制小箱梁式隐盖梁的支承需求，本发明所述的主墩支承体系，包括主墩垫梁23、主墩竖向支承24以及主桁体系25，其中：
所述的主桁体系25，包括上弦板、下弦板以及设置在上弦板、下弦板之间的W形桁架；W 形桁架由两根外腹杆和两根内腹杆组成，其中，两根内腹杆组成W形桁架中间位置处的倒V形构件，两根外腹杆，则对称布置在倒V形构件的外侧，且外腹杆相对于下弦杆的倾角为42.3°(不低于40°为好)，同时，因桁架全长不超过通用平板车最大长度17m，因此，当选择上弦杆全长16米，W形桁架全高5m时，内腹杆的倾角为65度。
所述的主墩竖向支承24，具有两个，均设置在W形桁架的下端与垫梁之间，分别为第一主墩竖向支承24、第二主墩竖向支承24；第一、第二主墩竖向支承24的上端均能够通过可拆卸连接件b与下弦板的下表面连接固定，而第一、第二主墩竖向支承24的下端则能够采用可拆卸连接件c与主墩垫梁23固定。
第一主墩竖向支承24与下弦板的联结位点(采用法兰连接的方式连接)对应于联结位点E所在位置设置，第二主墩竖向支承24与下弦板的联结位点(采用法兰连接的方式连接)对应于联结位点F所在位置设置。
所述边墩支承体系34，设置在边墩区域的横向侧并位于主梁11下方，且边墩支承体系34的下端与边墩承台31固定，上端则与主梁11固定。附图中，边墩支承体系34设在边墩立柱32处于横向的外侧。
具体地，所述的边墩支承体系34，包括边墩竖向支承，边墩竖向支承的上端采用螺栓紧固件通过法兰连接的方式与主梁11固定连接，下端则通过焊接固定的方式与边墩承台31固定。
边墩支承区域受主梁11弯曲效应影响支承范围应力分布不均匀，主梁11因支承点问题，其峰值应力出现在与边墩竖向支承相连的垫梁附近，故设置与主梁11腹板垂直的垫梁体系(即垫梁腹板与主梁11腹板呈90°布置)。边墩垫梁33采用焊接钢箱梁构造。边墩垫梁33沿腹板长度方向间隔20cm设置1道支座加劲肋，并在主梁11腹板对应位置处，将加劲肋沿横断面方向满布设置(其余加劲仅布置与腹板外侧)；同时在顶板外侧为适应主梁11弯曲导致的应力集中效应，增设1道纵向加劲，并与主梁11的局部支座加劲对应。
实施例2
如图2所示，本发明实施例1与实施例2的不同之处在于，本实施例所述的支承体系为大跨径路桥预制小箱梁式隐盖梁临时支承体系，其中：主梁11，由三段主梁梁段拼接而成，三段主梁梁段分别为主梁梁段a、第一主梁梁段b、第二主梁梁段b；其中，主梁梁段a与主桁体系拼装；第一主梁梁段b，一端支承在第一边墩的边墩承台上，另一端则与主梁梁段a的一端拼接；第二主梁梁段b，一端支承在第二边墩的边墩承台上，另一端则与主梁梁段a的另一端拼接。另外，本实施例中，所述路桥在主墩的两侧，分别设置有一个边墩；因此，所述 的支承体系，针对每一个边墩，设置一个边墩支承体系，针对主墩，设置一个主墩支承体系；主梁通过上述的主墩支承体系以及对称设置在主墩支承体系两侧的边墩支承体系支承。
在将跨间预制小箱梁15吊装到位、隐式盖梁14施工结束后，需要将上述的临时支承体系拆除，拆除时，遵循如下原则：
1)先拆除悬挑梁与分配梁，再拆除主支承体系，主要是外侧主梁梁段11-1、主梁中部梁段11-2、主桁体系、主墩竖向支承及主墩垫梁、边墩竖向支承体系；
2)保留主墩范围内的21m段主梁(主梁中部梁段11-2)、主桁体系、主墩竖向支承及主墩垫梁，先完成边墩竖向支承体系及其相关的12m、17m段主梁(外侧主梁梁段11-1)；
3)边墩支承体系34：先拆除立柱，再拆除主梁的外侧主梁梁段11-1；
4)主墩支承体系2：先拆除主梁的主梁中部梁段11-2，再拆除桁架，最后拆除立柱及主墩垫梁。
预制小箱梁15架设机械主要包括“①架桥机”、“②汽车起重机”、“③履带起重机”及“④门式起重机”等4类。考虑到隐式盖梁14区段实际情况，本发明只能选用汽车起重机吊装，主要原因如下：
(1)架桥机需支承体系提供足够竖向及水平承载力，具有较高的安全隐患。
(2)履带起重机的等待时间过长，经济效益差。
(3)门式起重机受变宽段限制，国内类似的大跨重型设备使用成本极高。
综上所述，本发明采用汽车起重机作业隐式盖梁14区段预制小箱梁15的架设设备。
临时支承体系拆除期间，受预制小箱梁15架设影响，汽车起重机作业空间受限，故需采用特定的模式施工，关键工艺包括以下4点：
1)悬挑梁、边墩竖向支承及垫梁因在主梁投影范围外，故采用汽车起重机吊装拆除；
2)与边墩竖向支承连接的外侧主梁梁段11-1(上述实施例1中的主梁梁段b或者实施例2中的第一主梁梁段b、第二主梁梁段b)，先采用电动葫芦固定于隐式盖梁14(临时吊挂构造详见图5a、5b所述的第一吊装设备5)或预制小箱梁15(临时吊挂构造如图6a、6b所示的第二吊装设备4)上；当边墩临时支承拆除后，解除其与主梁梁段a间的连接，再启动电动葫芦，将该段外侧主梁梁段11-1(主梁梁段b、第一主梁梁段b或第二主梁梁段b)下落至地面，然后采用汽车起重机拖拽至预制小箱梁15投影范围外，吊装至平板车上；
第一吊装设备5，如图5a、5b所示，包括第一悬吊机构；所述第一悬吊机构的固定端固定在隐式盖梁14上，而第一悬吊机构的悬吊端能够与外侧主梁梁段11-1靠近边墩支承体系34的一侧固定；
第二吊装设备4，如图6a、6b所示的，包括第二悬吊机构；所述第二悬吊机构的固定端，部分固定在隐式盖梁14上，部分则固定在外侧主梁梁段11-1上方的预制小箱梁15上，而第二悬吊机构的悬吊端能够穿过相邻两根预制小箱梁15之间的间隙后，与外侧主梁梁段11-1靠近主墩支承体系2的一侧固定。
第一悬吊机构、第二悬吊机构结构一致，均包括电动葫芦以及与电动葫芦的动力输出端连接的钢丝绳，钢丝绳的端部能够穿过相邻两根预制小箱梁15之间的间隙后，与外侧主梁梁段11-1靠近主墩支承体系2的一侧固定。即第一悬吊机构包括第一电动葫芦5-6以及与第一电动葫芦5-6的动力输出端连接的第一钢丝绳5-7，第一钢丝绳5-7的端部能够穿过相邻两根预制小箱梁15之间的间隙后，与外侧主梁梁段11-1靠近主墩支承体系2的一侧固定；而第二悬吊机构包括第二电动葫芦4-2以及与第二电动葫芦4-2的动力输出端连接的第二钢丝绳4-5，第二钢丝绳4-5的端部能够穿过相邻两根预制小箱梁15之间的间隙后，与外侧主梁梁段11-1靠近主墩支承体系2的另一侧固定。
具体地，本发明所述第一悬吊机构的固定端通过第一固定结构固定在隐式盖梁14上。所述第一固定结构包括悬挑式大梁5-2、反压大梁5-5以及锚固墩头5-4；悬挑式大梁5-2能够横跨隐式盖梁14的宽度设置；反压大梁5-5至少有1根，设置在悬挑式大梁5-2的上表面；锚固墩头5-4配置在反压大梁5-5顶部，且锚固墩头5-4的锚杆(预埋螺栓5-1)与现浇隐式盖梁14固定，悬挑式大梁5-2通过固定在反压大梁5-5上的锚固墩头5-4对现浇隐式盖梁14的锚固而压紧在反压大梁5-5与现浇隐式盖梁14之间，锚固墩头5-4与反压大梁5-5之间设置锚垫板5-3；第一悬吊机构的固定端固定在悬挑式大梁5-2的下方。由此可知，本发明所述第一悬吊机构在预制小箱梁15式隐盖梁上的安装位置处，仅存在隐式盖梁14，而无预制小箱梁15，故而该第一悬吊机构的第一固定结构配置悬挑式大梁5-2进行支撑。
本发明所述第二悬吊机构的固定端通过第二固定结构分别与隐式盖梁14、预制小箱梁15连接。具体地，所述的第二固定结构包括支撑大梁4-1、基础梁4-3；基础梁4-3包括两根，分别为基础梁a、基础梁b；支撑大梁4-1的一端与基础梁a的一端固定，基础梁a的另一端通过垫梁a与隐式盖梁14固定；支撑大梁4-1的另一端与基础梁b4-4的一端固定，另一端与预制小箱梁15上配置的垫梁b4-4固定；第二悬吊机构的固定端固定在支撑大梁4-1上。支撑大梁4-1跨接在相邻的两根预制小箱梁15上方，且支撑大梁4-1的一端通过基础梁a与现浇隐式盖梁14固定，另一端则通过基础梁b与预制小箱梁15上配置的垫梁b4-4固定。由此可知，本发明所述的第二悬吊机构的第二固定结构，采用简支式支承梁构造，其支撑大梁4-1的中心线位于预制小箱梁15间的空隙内，同时为确保吊装期间的整体稳定，简支式支承梁采 用2道基础梁(基础梁a、b)固定。考虑到临时支承体系中心距桥墩中心线仅1.8m(略多于隐式盖梁14总宽度1.5m)，故支撑大梁4-1一端的基础梁位于现浇隐式盖梁14上，另一端支撑大梁4-1位于预制小箱梁15范围内，为调节隐式盖梁14与预制小箱梁15间的10cm高差，在预制小箱梁的基础梁底部配置槽钢，作为垫梁使用。
3)采用两个支承于预制小箱梁15上的临时可移动吊装设备(参见图4d、图4e以及图7a-7c)固定主墩范围内的主梁梁段a，然后解除主梁梁段a与主桁体系间的联系，再启动可移动吊装设备的水平移位装置，将主梁梁段a运至跨中附近，最后启动电动葫芦将主梁梁段a落至平板车上。其中，水平移位装置详见附图7c；
两个可移动吊装设备分别为第一可移动吊装设备、第二可移动吊装设备；路桥包括沿顺桥向布置的若干节桥段，每一节桥段均包括沿着路桥顺桥向布置的若干预制小箱梁15以及沿着路桥横桥向布置、并分别与各预制小箱梁15的两端现浇成型的第一隐盖梁14-1、第二隐盖梁14-2；第一可移动吊装设备、第二可移动吊装设备对称布置在桥段横桥向中心线的两侧，并分别与主梁中部梁段11-2或W形桁架固定；确保吊点覆盖横桥向位置变化状态下的主桁及主梁体系。
如图4d、图4e、7a-7c所示，每一个可移动吊装设备均包括可平移悬吊机构、轨道组件以及水平移位装置；则第一可移动吊装设备包括第一可平移悬吊机构41、第一轨道组件42、第一水平移位装置43；第二可移动吊装设备则包括第二可平移悬吊机构51、第二轨道组件52、第二水平移位装置53。其中：轨道组件的一端固定在第一隐盖梁14-1上，另一端沿着预制小箱梁15的长度方向延伸，且轨道组件具有与相邻两个预制小箱梁15间的间隙贯通的缝隙；可平移悬吊机构，如图图4d、图4e、7a、7b所示，包括能够沿着轨道组件平移的移动小车以及固定端固定在移动小车上的悬吊机构；悬吊机构的悬吊端能够依次穿过轨道组件的缝隙、相邻两个预制小箱梁15间的间隙后，与第一隐盖梁14-1下方的主梁中部梁段11-2或W形桁架固定；水平移位装置，固定在第二隐盖梁14-2上，且水平移位装置的动力输出端通过牵引部件与移动小车固定；移动小车在水平移位装置的动力作动下，经牵引部件的牵引，能够沿着轨道组件平移。本实施例中，所述牵引部件为牵引钢束41-5。
进一步地，所述轨道组件，如图4d、图4e、7a、7b所示，包括活动轨道42-1；活动轨道42-1处于顺桥向的一端位于第一隐盖梁14-1的上方，另一端沿着顺桥向分隔成两条具有缝隙的分轨道，对应为第一分轨道、第二分轨道；第一分轨道、第二分轨道沿着相邻的两根预制小箱梁15铺设，并分别与各自对应的预制小箱梁15间布置轨道垫梁，轨道垫梁一共两根，分别为轨道垫梁a42-2、轨道垫梁b42-3。
轨道为活动轨道42-1，意思是在拆装后，轨道可以拆下，方便下次重复利用。轨道单侧采用22a工字钢(每个桥墩单侧轨道长度为9.0m)，并在顶部焊接角钢作为侧向限位构件。活动轨道42-1底部铺设轨道垫梁，轨道垫梁与活动轨道42-1垂直，用于调整现浇隐式盖梁段与预制小箱梁15段的高差。进一步地，移动小车包括支承大梁41-1、基础大梁41-2；基础大梁41-2具有两根，分别为基础大梁a、基础大梁b；支承大梁41-1横跨第一分轨道、第二分轨道设置；且支承大梁41-1的两端分别与基础大梁a的一端、基础大梁b的一端一一对应固定，基础大梁a的另一端、基础大梁b的另一端通过与轨道组件适配的滚轮41-7分别置于第一分轨道、第二分轨道上方；悬吊机构包括电动葫芦41-3以及与电动葫芦41-3的动力输出端连接的悬吊钢丝绳41-6；电动葫芦的基座41-8固定在支承大梁41-1的中部位置处，悬吊钢丝绳41-6的端部依次穿过第一分轨道、第二分轨道间的缝隙、相邻两个预制小箱梁15间的间隙后，与第一隐盖梁14-1下方的主梁中部梁段11-2或W形桁架固定。
进一步地，如图7c所示，水平移位装置包括动力机构，动力机构的输出端通过牵引钢束41-5与移动小车上的牵引吊耳41-4固定；动力机构通过反力架组件布置在第二隐盖梁14-2范围。所述的动力机构为连续千斤顶43-4，连续千斤顶43-4通过反力架组件固定在第二隐盖梁14-2上方。所述反力架组件包括千斤顶支撑梁43-1、手动葫芦支承梁43-2、手动葫芦43-3、反力支架43-5、锚固螺杆43-6；反力支架43-5的上端安装千斤顶支撑梁43-1，下端通过锚固螺杆43-6与第二隐盖梁14-2锚固；手动葫芦支承梁43-2与千斤顶支撑梁43-1固定；手动葫芦的固定端与手动葫芦支承梁43-2固定，而手动葫芦的作动端则与连续千斤顶43-4的固定端固定。千斤顶支撑梁43-1的两端对称设置手动葫芦支承梁43-2；手动葫芦能够与千斤顶支撑梁43-1两端的手动葫芦支承梁43-2中任意一个固定。具体地，反力架采用箱型截面，具备双侧张拉功能。反力架底部通过精轧螺纹钢锚固于隐式盖梁内。反力架顶部设置手动葫芦吊(用于吊装连续千斤顶43-4)装架，包括2道45a工字钢及4道与其垂直的22a工字钢，手动葫芦吊挂与22a工字钢处。
4)启动水平移位装置，将预制小箱梁15段的可移动吊装设备恢复至原支承上方，吊装主桁体系，然后解除主桁体系与主墩竖向支承的约束；
5)采用类似主梁梁段a的拆除方法，将主墩竖向支承及垫梁吊装至平板车上。
综上所述，隐盖梁支架体系拆除的核心技术，在于①隐盖梁区段的吊装设备、②预制小箱梁15区段的吊装设备及③水平移位装置。
隐式盖梁区段的吊装设备，为第一吊装设备5，用于吊装与边墩承体系临近的外侧主梁梁段11-1(实施例1中的主梁梁段b或者实施例2中的第一主梁梁段b、第二主梁梁段b) 的一侧，如图4a、4b所示，隐式盖梁吊装区段无预制小箱梁15，故配置悬挑式支撑大梁4-1，安装电动葫芦。悬挑式支撑大梁4-1采用2道反压大梁5-5固定，反压大梁5-5顶部配置锚固墩头5-4，其约束的锚杆与现浇隐式盖梁锚固。
综上所述，可知，本发明所述预制小箱梁15范围内的吊装设备，分2类。分别如下：一类为第二吊装设备4，用于吊装与主墩支承体系2临近的外侧主梁梁段11-1(实施例1中的主梁梁段b或者实施例2中的第一主梁梁段b、第二主梁梁段b)的一侧，采用简支式支承梁构造，支承梁中心线位于预制小箱梁15间的空隙内，同时为确保吊装期间的整体稳定，简支式支承梁采用2道基础梁固定，如图6a、图6b所示。考虑到支承体系中心距桥墩中心线仅1.8m(略多于隐式盖梁总宽度1.5m)，故支承梁一端基础大梁41-2位于现浇隐式盖梁上，一端基础位于预制小箱梁15范围内，为调节隐式盖梁与预制小箱梁15间的10cm高差，在小箱梁的基础大梁41-2底部配置槽钢。
另外一类为用于吊装处于主墩范围内的主梁梁段a(主梁中部梁段11-2)及主桁体系，此时，支承构件除满足竖向落架功能外，还需具备水平滑动能力。故在基础大梁41-2底部设置水平移位装置，并沿顺桥向铺设活动轨道42-1。轨道单侧采用22a工字钢(每个桥墩单侧轨道长度为9.0m)，并在顶部焊接角钢作为侧向限位构件。活动轨道42-1底部铺设轨道垫梁，轨道垫梁与活动轨道42-1垂直，用于调整现浇隐式盖梁段与预制小箱梁15段的高差。支承梁其中1道腹板处设置吊耳构造用于顺桥向的牵引，如图7a、7b所示。
采用连续千斤顶43-4作为主墩范围吊装设备水平移位装置的动力源。连续千斤顶43-4布置于现浇隐式盖梁范围，横桥向设置2道，对称布置于道路中心线两侧，确保吊点覆盖横桥向位置变化状态下的主桁及主梁体系。
顺桥向连续千斤顶43-4设置于作业联每一联(或每一个)两端，并控制同向的吊装设备移动，单台连续千斤顶43-4牵引最大长度不超过90m。
如图7c所示，水平移位装置中，连续千斤顶43-4设置区域配置单个定制反力架，反力架采用箱型截面，具备双侧张拉功能。反力架底部通过精轧螺纹钢锚固于隐式盖梁内。反力架顶部设置手动葫芦吊(用于吊装连续千斤顶43-4)装架，包括2道45a工字钢及4道与其垂直的22a工字钢，手动葫芦吊挂与22a工字钢处。
基于上述原则和实际公开，本发明在具体拆除作业中，如图3，以及图4a-图4i所示，包括以下步骤：
(1)拆除悬挑梁
如图4a所示，首先采用汽车起重机悬吊悬挑梁，然后拆除悬挑梁与主梁之间的连接，最后采 用汽车起重机将悬挑梁吊至平板车移出；
(2)边墩支承体系34的拆除、装车
如图3，以及如图4b，在主梁梁段b长度延伸方向的两端附近，靠近边墩支承体系34的一侧采用第一吊装设备5悬吊，靠近主墩支承体系2的一侧采用第二吊装设备4吊装，然后拆除主梁梁段b与边墩竖向支承之间的连接，即可采用汽车起重机吊装边墩竖向支承至平板车；(3)与边墩支承体系34连接的主梁梁段b的拆除、装车
如图3，以及如图4c所示，当边墩竖向支承拆除后，解除主梁梁段b与主梁梁段a间的连接后，同时启动步骤(2)所采用的第一吊装设备5、第二吊装设备4，将主梁梁段b下落至地面，然后经汽车起重机拖拽至预制小箱梁15投影范围外，吊装至平板车上；
(4)与主墩支承体系2连接的主梁梁段a的拆除、平移、落梁
如图3，以及如图4d所示，采用可移动吊装设备悬吊主梁梁段a后，解除主梁梁段a与主桁体系间的联系，接着，如图4e所示，启动可移动吊装设备的水平移位装置，将主梁梁段a运至跨中附近，然后启动可移动吊装设备的悬吊机构，将主梁梁段a落至平板车上；
(5)主桁体系起吊、侧卧落地、装车
如图3，以及如图4f所示，启动可移动吊装设备的水平移位装置，促使可移动吊装设备复位；吊装主桁体系，然后解除主桁体系与主墩竖向支承的约束；
如图3，以及如图4g所示，启动水平移位装置，将主桁体系运至跨中附近，最后可移动吊装设备的悬吊机构，将主桁体系侧卧落地；
如图3，以及如图4h所示，更换可平移吊装设备中悬吊机构与主桁体系的连接位置，直至可平移吊装设备能够将主桁体系以平躺状态移至平板车；
(6)拆除主墩竖向支承体系及垫梁
如图3，以及如图4i所示，启动水平移位装置，将预制小箱梁15段的可移动吊装设备恢复至原支承上方，吊装主墩竖向支承体系，然后解除主墩竖向支承体系与垫梁之间联系；然后启动水平移位装置，将主墩竖向支承体系至跨中附近，最后启动电动葫芦将主墩竖向支承体移至平板车。

Claims (10)

  1. 一种路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法，其特征在于，包括以下步骤：
    (1)拆除悬挑梁
    首先采用汽车起重机悬吊悬挑梁，然后拆除悬挑梁与主梁之间的连接，最后采用汽车起重机将悬挑梁吊至平板车移出；
    (2)边墩支承体系的拆除、装车
    在外侧主梁梁段长度延伸方向的两端附近，靠近边墩支承体系的一侧采用第一吊装设备悬吊，靠近主墩支承体系的一侧采用第二吊装设备吊装，然后拆除外侧主梁梁段与边墩竖向支承之间的连接，即可采用汽车起重机吊装边墩竖向支承至平板车；
    (3)与边墩支承体系连接的外侧主梁梁段的拆除、装车
    当边墩竖向支承拆除后，解除外侧主梁梁段与主梁中部梁段间的连接后，同时启动步骤(2)所采用的第一吊装设备、第二吊装设备，将外侧主梁梁段下落至地面，然后经汽车起重机拖拽至预制小箱梁投影范围外，吊装至平板车上；
    (4)与主墩支承体系连接的主梁中部梁段的拆除、平移、落梁
    采用可移动吊装设备悬吊主梁中部梁段后，解除主梁中部梁段与主桁体系间的联系，接着启动可移动吊装设备的水平移位装置，将主梁梁段a运至跨中附近，然后启动可移动吊装设备的悬吊机构，将主梁中部梁段落至平板车上；
    (5)主桁体系起吊、侧卧落地、装车
    启动可移动吊装设备的水平移位装置，促使可移动吊装设备复位；吊装主桁体系，然后解除主桁体系与主墩竖向支承的约束；
    启动水平移位装置，将主桁体系运至跨中附近，最后可移动吊装设备的悬吊机构，将主桁体系侧卧落地；
    更换可平移吊装设备中悬吊机构与主桁体系的连接位置，直至可平移吊装设备能够将主桁体系以平躺状态移至平板车；
    (6)拆除主墩竖向支承体系及垫梁
    启动水平移位装置，将预制小箱梁段的可移动吊装设备恢复至原支承上方，吊装主墩竖向支承体系，然后解除主墩竖向支承体系与垫梁之间联系；然后启动水平移位装置，将主墩竖向支承体系至跨中附近，最后启动电动葫芦将主墩竖向支承体移至平板车。
  2. 根据权利要求1所述的拆除施工方法，其特征在于，步骤(2)中所采用的第一吊装设备，包括悬挑式大梁、反压大梁、第一悬吊机构以及锚固墩头；
    悬挑式大梁能够横跨隐盖梁的宽度设置；
    反压大梁至少有1根，设置在悬挑式大梁的上表面；
    第一悬吊机构固定在悬挑式大梁的下方；
    锚固墩头配置在反压大梁顶部，且锚固墩头的锚杆与现浇隐盖梁固定，悬挑式大梁通过固定在反压大梁上的锚固墩头对现浇隐盖梁的锚固而压紧在反压大梁与现浇隐盖梁之间。
  3. 根据权利要求1所述的拆除施工方法，其特征在于，步骤(2)中所采用的第二吊装设备，包括支撑大梁、基础梁以及第二悬吊机构；基础梁包括基础梁a、基础梁b；
    支撑大梁跨接在相邻的两根预制小箱梁上方，且支撑大梁的一端通过基础梁a与现浇隐盖梁固定，另一端则通过基础梁b与预制小箱梁上配置的顶部垫梁固定；
    第二悬吊机构悬吊支承在支撑大梁上，且第二悬吊机构的悬吊端能够穿过相邻两根预制小箱梁之间的间隙后，与外侧主梁梁段靠近主墩支承体系的一侧固定。
  4. 根据权利要求1所述的拆除施工方法，其特征在于，步骤(4)中所采用的可移动吊装设备，包括水平移位装置、悬吊机构以及在水平移位装置的动力驱动下，能够携带着悬吊机构沿着活动轨道往复移动的移动小车；
    悬吊机构配装在移动小车上，且悬吊机构的悬吊端能够穿过相邻两根预制小箱梁之间的间隙后，与主梁中部梁段固定；
    活动轨道沿顺桥向铺设；
    水平移位装置包括动力机构，动力机构的输出端通过牵引钢索与移动小车固定；动力机构通过反力支架布置在现浇隐盖梁范围。
  5. 根据权利要求4所述的拆除施工方法，其特征在于，移动小车包括支承大梁、基础大梁；基础大梁的上端与支承大梁固定，下端配置能够沿着活动轨道移动的滚轮；悬吊机构配装在支撑大梁上。
  6. 根据权利要求4所述的拆除施工方法，其特征在于，水平移位装置、移动小车以及活动轨道的数量均为2个，并对称分布在道路中心线横桥向两侧。
  7. 根据权利要求6所述的拆除施工方法，其特征在于，水平移位装置的动力源为连续千斤顶，连续千斤顶通过反力架固定在现浇隐盖梁范围。
  8. 根据权利要求7所述的拆除施工方法，其特征在于，反力架底部锚固在隐盖梁内，顶部设置用于吊装连续千斤顶的手动葫芦吊。
  9. 一种路桥预制小箱梁式隐盖梁临时支承体系的拆除工装，其特征在于，包括水平移位装置、悬吊机构以及在水平移位装置的动力驱动下，能够携带着悬吊机构沿着活动轨道往复移动的移动小车；
    悬吊机构配装在移动小车上，且悬吊机构的作动端能够穿过相邻两根预制小箱梁之间的间隙后，与主梁中部梁段固定；活动轨道沿顺桥向铺设；
    水平移位装置包括动力机构，动力机构的输出端通过牵引钢索与移动小车固定；动力机构通过反力支架布置在现浇隐盖梁范围。
  10. 根据权利要求9所述的路桥预制小箱梁式隐盖梁临时支承体系的拆除工装，其特征在于，水平移位装置、移动小车以及活动轨道的数量均为2个，并对称分布在道路中心线横桥向两侧。
PCT/CN2020/137474 2019-10-21 2020-12-18 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装 Ceased WO2021078310A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
US17/630,902 US11634877B2 (en) 2019-10-21 2020-12-18 Method for removal of temporary support system for road bridge pre-fabricated small box girder-type concealed bent cap, and equipment therefor

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201911002531.3 2019-10-21
CN201911002531.3A CN110747761B (zh) 2019-10-21 2019-10-21 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法

Publications (1)

Publication Number Publication Date
WO2021078310A1 true WO2021078310A1 (zh) 2021-04-29

Family

ID=69279204

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2020/137474 Ceased WO2021078310A1 (zh) 2019-10-21 2020-12-18 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装

Country Status (3)

Country Link
US (1) US11634877B2 (zh)
CN (1) CN110747761B (zh)
WO (1) WO2021078310A1 (zh)

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114108502A (zh) * 2021-11-16 2022-03-01 中铁广州工程局集团有限公司 一种悬索桥猫道多道横向天桥同步拆除施工方法
CN114195021A (zh) * 2021-12-22 2022-03-18 华能洋浦热电有限公司 一种箱涵用吊装装置
CN114575255A (zh) * 2022-02-25 2022-06-03 中铁第五勘察设计院集团有限公司 架桥机掉头装置及其使用方法
CN114657884A (zh) * 2022-04-07 2022-06-24 广西路桥工程集团有限公司 一种桥台拼装分段推进的下行式移动模架施工方法
CN115030043A (zh) * 2022-06-15 2022-09-09 中铁大桥局集团第八工程有限公司 一种悬索桥预制混凝土桥面板的快速安装方法及系统
CN115726272A (zh) * 2022-11-01 2023-03-03 上海市基础工程集团有限公司 受限空间下盖梁预应力张拉作业平台
CN115821750A (zh) * 2022-09-30 2023-03-21 中交第三航务工程局有限公司 一种大跨度拱桥预降施工工艺
CN116289569A (zh) * 2023-02-06 2023-06-23 中交第二航务工程局有限公司 一种斜拉桥宽幅组合梁安装线形调节方法
CN116905377A (zh) * 2023-08-14 2023-10-20 中建七局交通建设有限公司 上跨既有通行道路的大跨度门式盖梁施工工法
CN116971294A (zh) * 2023-07-27 2023-10-31 中国五冶集团有限公司 一种主桁架与行走小车的连接结构
CN117051703A (zh) * 2023-08-01 2023-11-14 中交一公局第三工程有限公司 一种小节段钢箱梁安装结构及其施工工艺
CN117266626A (zh) * 2023-11-23 2023-12-22 北京市第三建筑工程有限公司 一种梁板同步拆除的高层建筑顶层楼板拆除方法

Families Citing this family (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110747761B (zh) * 2019-10-21 2021-03-23 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法
CN113152283B (zh) * 2019-10-21 2022-06-10 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁的大胯径支承体系的施工方法
CN111675100B (zh) * 2020-07-07 2025-04-04 中国能源建设集团山西电力建设有限公司 悬吊式支架上共箱封闭母线安装就位装置及安装就位方法
CN112211112A (zh) * 2020-09-03 2021-01-12 宁波市政工程建设集团股份有限公司 一种在既有桥梁上采用双导梁架桥机的钢箱梁安装方法
CN112726434B (zh) * 2020-12-28 2022-05-10 中铁广州工程局集团桥梁工程有限公司 一种三跨上承式钢筋混凝土连拱桥拆除方法
CN113089510A (zh) * 2021-04-14 2021-07-09 四川省交通建设集团股份有限公司 一种钢筋混凝土连续箱梁跨线桥的拆除方法
CN113216021B (zh) * 2021-06-02 2022-10-04 中国建筑第八工程局有限公司 既有混凝土桥梁的板梁快速无损更换方法
CN113309016A (zh) * 2021-06-22 2021-08-27 武汉市汉阳市政建设集团有限公司 一种预制装配式小箱梁桥的单梁拆除再循环利用的方法
CN114016423A (zh) * 2021-11-25 2022-02-08 上海市政工程设计研究总院（集团）有限公司 一种隐盖梁先简支后连续小箱梁的施工方法
CN115043323B (zh) * 2022-04-26 2025-06-17 中交第二公路工程局有限公司 一种通航桥梁上部结构拆除用组合门吊及拆除方法
CN114775466B (zh) * 2022-05-27 2023-07-21 中交二航局第二工程有限公司 连续梁桥上行式拆除装置和方法
CN115652816A (zh) * 2022-11-07 2023-01-31 中铁大桥局第七工程有限公司 一种变高钢混组合梁顶推系统及施工方法
CN115748496A (zh) * 2022-12-06 2023-03-07 中交第一航务工程局有限公司 一种现浇箱梁装配式支架体系及其安装拆除方法
CN116377890A (zh) * 2023-02-22 2023-07-04 中铁十局集团第四工程有限公司 一种连续钢桁腹-板桁双层组合转体桥梁受力转换方法
CN116289584A (zh) * 2023-03-08 2023-06-23 中铁十四局集团第三工程有限公司 用于高速铁路超大吨位球形支座双滑移安装的施工方法
CN116065505B (zh) * 2023-03-16 2025-06-24 中电建十一局工程有限公司 一种基于裸拱稳定的中承式拱梁协作钢箱连拱桥的体系转换施工方法
CN116397553B (zh) * 2023-04-23 2026-01-30 中铁十局集团第四工程有限公司 一种双层转体桥梁施工支撑支架的拆除方法
CN116770726B (zh) * 2023-07-07 2025-07-15 宁波建工工程集团有限公司 一种钢梁吊点中心移动式施工方法
CN116752451A (zh) * 2023-07-14 2023-09-15 中国十九冶集团有限公司 跨高速路段曲线变截面钢箱梁施工方法
CN117418478A (zh) * 2023-09-28 2024-01-19 中铁九桥工程有限公司 一种桥面箱梁拼装顶推系统及方法
CN119640704B (zh) * 2024-12-30 2025-12-12 中国十九冶集团有限公司 顶推施工前导梁连续拆除方法
CN119800882B (zh) * 2025-03-12 2025-05-27 河北东风世景轨道有限公司 一种连续梁悬臂造桥机行走装置及方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103669902A (zh) * 2013-12-31 2014-03-26 中建铁路建设有限公司 现浇梁支撑桁架整体降落拆除工装及其施工方法
CN103711078A (zh) * 2013-12-17 2014-04-09 北京工业大学 一种桥梁施工中临时梁式支架及其拆除方法
JP2014190107A (ja) * 2013-03-28 2014-10-06 Noda Jidosha Kogyosho:Kk 橋桁の架設方法、撤去方法、および橋桁工事用装置
CN208293447U (zh) * 2018-05-29 2018-12-28 中建三局第二建设工程有限责任公司 一种盖梁托架整体拆除的装置
JP2019090221A (ja) * 2017-11-14 2019-06-13 日本橋梁株式会社 合成桁の撤去方法
CN110055908A (zh) * 2019-05-05 2019-07-26 中国铁建大桥工程局集团有限公司 一种桥梁施工用上行式移动模架的拆除施工方法
CN110747761A (zh) * 2019-10-21 2020-02-04 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装
CN212052327U (zh) * 2019-10-21 2020-12-01 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁临时支承体系的移动式拆卸吊装工装

Family Cites Families (30)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2927396A (en) * 1958-04-29 1960-03-08 Jr Fred B Hall Toy miniature bridge and overpass
US3385455A (en) * 1965-06-14 1968-05-28 Soimi S P A Apparatus for the lifting and the transport of heavy structures particularly suited for the assembly of metal bridges and similar structures
US3571835A (en) * 1967-10-30 1971-03-23 Dyckerhoff & Widmann Ag Apparatus for concreting multiple section structures, particularly bridge supports of reinforced or prestressed concrete
US4042991A (en) * 1976-06-21 1977-08-23 Suntech, Inc. Parallelogram structure
DE3124038C2 (de) * 1981-06-19 1985-03-07 Philipp Holzmann Ag, 6000 Frankfurt Verfahren und Vorrichtung zum Herstellen von Bauwerken wie Brücken unter Verwendung von Beton-Fertigteilträgern
US4927537A (en) * 1989-03-09 1990-05-22 Envirotech Corporation Tape drive with self-expanding coils for sludge collector
US5896609A (en) * 1997-11-21 1999-04-27 Lin; Wei-Hwang Safety method of construction a prestressed cable-stay bridge
US6169954B1 (en) * 1999-04-09 2001-01-02 Mccrary Homer T. Intelligent public transit system using dual-mode vehicles
US7546656B2 (en) * 2005-08-16 2009-06-16 Daewoo Engineering & Construction Co., Ltd Method of installing prefabricated, segment concrete filled tube members
US7478450B2 (en) * 2005-11-29 2009-01-20 Charles Fong Longitudinally offset bridge substructure support system
JP4719179B2 (ja) * 2007-03-29 2011-07-06 オリエンタル白石株式会社 支保工の解体・撤去方法および上部支保工
FI20070334A0 (fi) * 2007-04-27 2007-04-27 Destia Tieliikelaitos Telinejärjestelmä ja menetelmä betonisen sillan reunarakenteen korjaamista varten
US8020235B2 (en) * 2008-09-16 2011-09-20 Lawrence Technological University Concrete bridge
CN101408020A (zh) * 2008-11-13 2009-04-15 中铁十局集团有限公司 移动模架整体提升架及其吊装移动模架的方法
CN101538831B (zh) 2009-03-23 2011-02-09 宏润建设集团股份有限公司 简支梁转换为连续梁的后浇隐盖梁施工工法
AU2009344385B2 (en) * 2009-04-15 2015-11-26 Vsl International Ag Overhead form traveller and method
CN201933423U (zh) * 2010-12-22 2011-08-17 中铁四局集团第一工程有限公司 一种移动式防护棚架
CN102653938B (zh) * 2011-12-29 2014-07-30 中交第四公路工程局有限公司 下行式移动模架海上拆除施工工法
JP5572668B2 (ja) * 2012-06-01 2014-08-13 株式会社Ｉｈｉインフラシステム 斜ケーブルの取り替え方法及び斜ケーブル取り替え用仮ハンガー
CN102900027B (zh) * 2012-10-22 2015-03-18 中铁十局集团有限公司 一种上跨既有线下穿既有桥梁的贝雷梁的拆除方法
US8671490B1 (en) * 2013-03-06 2014-03-18 Mark Carney Bridge span replacement system
CN203514200U (zh) * 2013-09-11 2014-04-02 中铁上海工程局有限公司 一种用于施工桥梁盖梁的销棒支架
CN104652298B (zh) * 2015-01-28 2016-07-06 武汉二航路桥特种工程有限责任公司 一种基于桥面支撑的整跨箱梁下放拆除系统及其施工方法
CA3023390C (en) * 2016-05-10 2023-10-03 Soletanche Freyssinet An improved reinforcement apparatus for reinforcing a structure comprising a pier and a cross-beam
JP6483177B2 (ja) * 2017-03-17 2019-03-13 株式会社Ｉｈｉインフラ建設 床版取り替え装置および床版取り替え装置の設置工法
JP6672545B2 (ja) * 2017-06-07 2020-03-25 株式会社横河ブリッジ 撤去部材搬出方法、及び部材更新方法
CN206887794U (zh) * 2017-06-30 2018-01-16 中铁二局集团有限公司 一种用于连续桥梁分段拆除时的临时支撑装置系统
CN109267487A (zh) * 2018-10-15 2019-01-25 中建三局第二建设工程有限责任公司 一种长悬挑大截面盖梁托架体系
US11473253B2 (en) * 2019-10-23 2022-10-18 Wei Wang Concrete deck demolition system and method
US11479929B2 (en) * 2020-08-07 2022-10-25 Peri Se Formwork system and method

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2014190107A (ja) * 2013-03-28 2014-10-06 Noda Jidosha Kogyosho:Kk 橋桁の架設方法、撤去方法、および橋桁工事用装置
CN103711078A (zh) * 2013-12-17 2014-04-09 北京工业大学 一种桥梁施工中临时梁式支架及其拆除方法
CN103669902A (zh) * 2013-12-31 2014-03-26 中建铁路建设有限公司 现浇梁支撑桁架整体降落拆除工装及其施工方法
JP2019090221A (ja) * 2017-11-14 2019-06-13 日本橋梁株式会社 合成桁の撤去方法
CN208293447U (zh) * 2018-05-29 2018-12-28 中建三局第二建设工程有限责任公司 一种盖梁托架整体拆除的装置
CN110055908A (zh) * 2019-05-05 2019-07-26 中国铁建大桥工程局集团有限公司 一种桥梁施工用上行式移动模架的拆除施工方法
CN110747761A (zh) * 2019-10-21 2020-02-04 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装
CN212052327U (zh) * 2019-10-21 2020-12-01 宁波市政工程建设集团股份有限公司 路桥预制小箱梁式隐盖梁临时支承体系的移动式拆卸吊装工装

Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114108502B (zh) * 2021-11-16 2024-03-15 中铁广州工程局集团有限公司 一种悬索桥猫道多道横向天桥同步拆除施工方法
CN114108502A (zh) * 2021-11-16 2022-03-01 中铁广州工程局集团有限公司 一种悬索桥猫道多道横向天桥同步拆除施工方法
CN114195021A (zh) * 2021-12-22 2022-03-18 华能洋浦热电有限公司 一种箱涵用吊装装置
CN114575255A (zh) * 2022-02-25 2022-06-03 中铁第五勘察设计院集团有限公司 架桥机掉头装置及其使用方法
CN114657884B (zh) * 2022-04-07 2024-01-23 广西路桥工程集团有限公司 一种桥台拼装分段推进的下行式移动模架施工方法
CN114657884A (zh) * 2022-04-07 2022-06-24 广西路桥工程集团有限公司 一种桥台拼装分段推进的下行式移动模架施工方法
CN115030043A (zh) * 2022-06-15 2022-09-09 中铁大桥局集团第八工程有限公司 一种悬索桥预制混凝土桥面板的快速安装方法及系统
CN115821750A (zh) * 2022-09-30 2023-03-21 中交第三航务工程局有限公司 一种大跨度拱桥预降施工工艺
CN115726272A (zh) * 2022-11-01 2023-03-03 上海市基础工程集团有限公司 受限空间下盖梁预应力张拉作业平台
CN116289569A (zh) * 2023-02-06 2023-06-23 中交第二航务工程局有限公司 一种斜拉桥宽幅组合梁安装线形调节方法
CN116971294A (zh) * 2023-07-27 2023-10-31 中国五冶集团有限公司 一种主桁架与行走小车的连接结构
CN117051703A (zh) * 2023-08-01 2023-11-14 中交一公局第三工程有限公司 一种小节段钢箱梁安装结构及其施工工艺
CN116905377A (zh) * 2023-08-14 2023-10-20 中建七局交通建设有限公司 上跨既有通行道路的大跨度门式盖梁施工工法
CN117266626A (zh) * 2023-11-23 2023-12-22 北京市第三建筑工程有限公司 一种梁板同步拆除的高层建筑顶层楼板拆除方法
CN117266626B (zh) * 2023-11-23 2024-04-05 北京市第三建筑工程有限公司 一种梁板同步拆除的高层建筑顶层楼板拆除方法

Also Published As

Publication number Publication date
CN110747761B (zh) 2021-03-23
US11634877B2 (en) 2023-04-25
US20220333320A1 (en) 2022-10-20
CN110747761A (zh) 2020-02-04

Similar Documents

Publication Publication Date Title
WO2021078310A1 (zh) 路桥预制小箱梁式隐盖梁临时支承体系的拆除施工方法及其工装
WO2021078309A1 (zh) 路桥预制小箱梁式隐盖梁临时支承体系及其施工方法
US8595879B2 (en) Bridge beam placement system and apparatus
CN111778857B (zh) 城市公轨双层高架桥梁上下层梁同步架设工艺
CN103821087A (zh) 预制桥面板空间钢管混凝土桁架组合梁及施工方法
CN212052327U (zh) 路桥预制小箱梁式隐盖梁临时支承体系的移动式拆卸吊装工装
CN113957793A (zh) 一种复杂市域环境预制箱梁支架施工方法
CN112160246B (zh) 组合梁安装方法
CN101122115A (zh) 一种塔吊移位的施工方法
CN205205685U (zh) 悬索桥墩顶多功能门架装置
CN108625270A (zh) 导梁门吊安装桥梁预制箱梁施工方法
CN113120771A (zh) 适用于复合截面节段梁桥后装挑臂的双侧同步吊装设备及施工方法
CN116927505A (zh) 一种大型铁路站房钢结构屋盖快速施工方法
CN116281640A (zh) 一种岸边集装箱起重机河侧主梁加长改造方法
CN111851569B (zh) 龙门吊轨道基础梁及其施工方法
CN118221014B (zh) 一种用于横梁上的提升装置及其安装方法
CN111705682B (zh) 一种跨电气化铁路加宽桥梁上部结构拆除与重建的施工方法及其设备
CN221142500U (zh) 一种钢桁梁落梁施工工装
CN216839020U (zh) 一种可移动的装配式桥梁横向连接结构施工装置
CN215558503U (zh) 适用于复合截面节段梁桥后装挑臂的双侧同步吊装设备
CN113073558B (zh) 一种悬空支架与悬挑反吊施工相结合的施工工艺
CN212714587U (zh) 一种跨电气化铁路加宽桥梁上部结构拆除与重建的设备
CN115323931A (zh) 一种递进与退行式拼装钢箱系杆拱桥的施工方法及系统
CN112482241A (zh) 箱梁翼缘板后浇段行走式吊架及其施工方法
JP7506236B1 (ja) 単線直上高架化工法及び鉄道区間高架化工法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 20878479

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 20878479

Country of ref document: EP

Kind code of ref document: A1