CN109468953A - A kind of T-type construction method of bent cap - Google Patents

A kind of T-type construction method of bent cap Download PDF

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Publication number
CN109468953A
CN109468953A CN201811226890.2A CN201811226890A CN109468953A CN 109468953 A CN109468953 A CN 109468953A CN 201811226890 A CN201811226890 A CN 201811226890A CN 109468953 A CN109468953 A CN 109468953A
Authority
CN
China
Prior art keywords
rod iron
cushion block
bridge pier
stand
bent cap
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.)
Pending
Application number
CN201811226890.2A
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Chinese (zh)
Inventor
李莘哲
周妤莲
江鑫泰
覃勇然
魏华
王振琦
吕中玉
李雪芬
曹杨
王楚杰
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.)
Guangxi Road and Bridge Engineering Group Co Ltd
Original Assignee
Guangxi Road and Bridge Engineering 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 Guangxi Road and Bridge Engineering Group Co Ltd filed Critical Guangxi Road and Bridge Engineering Group Co Ltd
Priority to CN201811226890.2A priority Critical patent/CN109468953A/en
Publication of CN109468953A publication Critical patent/CN109468953A/en
Pending legal-status Critical Current

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Classifications

    • 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
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/20Concrete, stone or stone-like material
    • E01D2101/24Concrete
    • E01D2101/26Concrete reinforced
    • E01D2101/268Composite concrete-metal

Abstract

The present invention provides a kind of T-type construction method of bent cap, includes the steps that pre-buried built-in fitting, rod iron installation, stand installation, the installation of parallels device, spandrel girder installation, distribution beam installation, the installation of battered leg support frame and template installation on bridge pier.Spandrel girder is supported using rod iron and the stand being socketed on rod iron, while it being supported using the suspending part outside bridge pier is located to spandrel girder along two battered leg support frames that bridge pier opposite sides is arranged in vertical rod iron direction, increase the supporting point of pattern carrier, so that the stability and intensity of capping beam formwork support improve, the construction suitable for T-type bent cap.

Description

A kind of T-type construction method of bent cap
Technical field
The present invention relates to Coping Construction technical fields, and in particular to a kind of T-type construction method of bent cap.
Background technique
Bent cap is the very important component part of bridge, and in construction, the assembling of template largely affects bent cap Quality.In the prior art, usually template is built on bracket system.Wherein, T-type bent cap is due to its stretching bridge pier part Jib-length is larger, therefore intensity to bracket system and stability have higher requirement.
Chinese invention patent application CN102277834A discloses a kind of construction bracket of bridge coping, including runs through bridge Column (1) finish rolling deformed bar (4), be arranged at the both ends for being pierced by the column (1) of the finish rolling deformed bar (4) On steel plate bracket (5) and by the steel plate bracket (5) support flange beam stand (7).Steel plate bracket (5) is stand, It is used to place the chassis of flange beam stand as a whole, carries out load-bearing using shearing with finish rolling deformed bar (4) cooperation.So And the construction bracket of bridge coping there is problems in use: 1, finish rolling deformed bar (4) and steel plate bracket (5) top plate separately, in use, the pressure that bracket is subject to is transferred to finish rolling deformed bar (4) via through-hole side wall, acts on Face is only the part that finish rolling deformed bar 500 (4) is in contact with through-hole side wall, and stress is more concentrated, and reduces the entirety of bracket Stability and load-bearing capacity.2, easily deformation occurs when being under pressure for steel plate bracket (5) two sides side plate, reduces steel plate bracket (5) Service life, and influence bent cap quality;3, finish rolling deformed bar (4) passes through nut (6) after the through-hole of steel plate bracket (5) It is fixedly connected with steel plate bracket (5), use process light plate bracket (5) is stiff, the construction suitable for horizontal slope bent cap;4, bridge The construction bracket of beam bent cap is not adjustable the height of flange beam stand, is unfavorable for template and builds and the dismounting operation of subsequent stand; 5, construction bracket entirety load-bearing capacity is poor, not can solve the technical problem that T-type bent cap causes construction difficult since jib-length is excessive.
Chinese invention patent application CN107100076A discloses a kind of Cast-in-place Bent Cap construction method, using in pier column Upper suitable position installs anchor ear and is allowed to clamp with pier stud, generates frictional force to overcome the weight of facility and bent cap, however, anchor ear Bracket is easy to glide, and causes its safety bad.
Summary of the invention
In view of the above problems, a kind of T-type construction method of bent cap is provided, can satisfy the strong of T-type Coping Construction Degree and stability requirement.
In order to achieve the above objectives, the technical scheme adopted by the invention is that:
A kind of T-type construction method of bent cap, comprising the following steps:
The pre-buried built-in fitting on bridge pier: the built-in fitting includes that pvc pipe and four pieces of pre-embedded steel slabs, pvc pipe are horizontally mounted, and four Block pre-embedded steel slab is equally divided into two groups, and two groups of pre-embedded steel slabs are separately positioned on the bridge pier along the direction of the vertical pvc pipe Opposite sides;
Rod iron installation: providing rod iron, enables rod iron pass through pvc pipe, and the opposite end of rod iron stretches out outside bridge pier;
Stand installation: it is located at the ends outside the bridge pier in rod iron and is provided with a stand, the stand includes One backboard, a support plate and two pieces of stiffeners, one end perforation of the backboard offer rod iron via hole, the rod iron via hole socket On the rod iron, the stand stress is rotated around the rod iron, the backboard is enabled to be in contact with the bridge pier;Institute State support plate side it is vertical with one end of the backboard connect, the bottom surface of the support plate is in contact with the rod iron;Two pieces Stiffener is respectively arranged at the opposite sides of the rod iron via hole, and the side of each stiffener is vertical with the backboard to be connect, often The top surface of one stiffener is vertical with the support plate to be connect;Middle partition, the middle partition and institute are also connected on each stiffener It is vertical to state backboard;
The installation of parallels device: it is respectively provided with a parallels device in the support plate top surface of each stand, the parallels device includes First cushion block, the second cushion block, screw rod and two nuts, the bottom surface of the first cushion block is placed on the top surface of the support plate, described The top surface of first cushion block is equipped with the first inclined-plane;The bottom surface of second cushion block be equipped with the second inclined-plane, second inclined-plane with it is described First inclined-plane sliding contact, to adjust the height of second cushion block;Corresponding perforation is opened on first cushion block and the second cushion block Mounting hole equipped with strip;The screw rod wears the mounting hole, and both ends of two nuts respectively with the screw rod are spirally connected;
Spandrel girder installation: providing two spandrel girders, and two spandrel girders are clamped in the opposite sides of the bridge pier, each load-bearing Beam is supported on the second cushion block of respective side, and the opposite end of each spandrel girder all extends to outside the bridge pier to be formed vacantly Portion;
Distribution beam installation: several distribution beams are provided, several distribution beams are divided into two groups, and two groups of distribution beams are respectively arranged in load-bearing Beam is located at the both ends outside the bridge pier, welds at the top of each distribution beam and the spandrel girder and vertical with the spandrel girder;
The installation of battered leg support frame: two battered leg support frames are provided, two battered leg support frames are along the direction of the vertical rod iron It is spaced apart and arranged in the opposite sides of the bridge pier, each battered leg support frame includes two battered legs and a battered leg crossbeam, and two tiltedly The suspending part of the direction interval setting of the parallel rod iron in leg edge, one end of each battered leg and the spandrel girder welds, each oblique The other end of leg and a pre-embedded steel slab weld;The opposite end of the battered leg crossbeam is welded with two battered legs respectively;
Template installation: installing bed die and side form on spandrel girder and distribution beam, and concrete is carried out on bed die and side form and is poured It builds to form T-type bent cap.
Further, in the pre-buried built-in fitting on bridge pier the step of, consolidation process is carried out using reinforcing bar after pvc pipe is pre-buried, Pvc pipe is mobile when preventing bridge pier from pouring.
Further, the pre-embedded steel slab is equipped with anchor bar towards the side of the bridge pier, and the pre-embedded steel slab passes through Anchor bar and the bridge pier anchor.
Further, concrete outer surface depth 1cm of the pre-embedded steel slab than the bridge pier.
Further, the height of the second cushion block is adjusted by parallels device specifically includes the following steps: rotating nut is adjusted The distance between two nuts enable the second cushion block mobile relative to the first cushion block, slide the second cushion block along the first inclined-plane and realize Adjusting to the second cushion block height, the second cushion block are adjusted to after preset height position, rotating nut, so that two nuts support respectively The first cushion block and the second cushion block are connect, to prevent the second cushion block mobile.
It further, further include removing pad after carrying out the step of concreting forms T-type bent cap on bed die and side form The step of the step of iron device, stand and rod iron, the dismounting parallels device, stand and rod iron are as follows: adjusted by parallels device Second cushion block moves down, and parallels device is removed from stand, then takes out stand from rod iron, by rod iron from pvc pipe Interior extraction, and block the two-port of pvc pipe.
Further, partition in two pieces is connected on each stiffener, partition is connected to corresponding stiffener in two pieces Side towards another stiffener and the side backwards to another stiffener, partition is respectively positioned on the intermediate high of the stiffener in two pieces Spend position.
Further, abrasionproof flexible pad is also lined between the rod iron and the support plate.
Further, by being welded and fixed between the backboard, the support plate, the stiffener and the middle partition.
Due to the adoption of the above technical scheme, the invention has the following advantages:
1. above-mentioned T-type construction method of bent cap supports spandrel girder using rod iron and the stand being socketed on rod iron, utilizes simultaneously Along vertical rod iron direction be arranged in two battered leg support frames of bridge pier opposite sides to spandrel girder be located at suspending part outside bridge pier into Row support, increases the supporting point of pattern carrier, so that the stability of capping beam formwork support and intensity improve, is suitable for T-type lid The construction of beam.Two battered leg support frames and stand are located at four sides of bridge pier, and battered leg passes through pre-buried in battered leg support frame Pre-embedded steel slab on bridge pier is connect with bridge pier, enables to bridge pier stress more uniform, reduces T-type Coping Construction to bridge pier Influence, and since battered leg is connect with bridge pier by the pre-embedded steel slab being embedded on bridge pier, compared to the side using anchor ear bracket Formula can further increase capping beam formwork support overall stability, prevent bracket from gliding, and improve safety, be more suitable for T-type lid The construction of beam.
2. above-mentioned T-type construction method of bent cap, the rod iron via hole and support plate bottom surface on stand are tangent, when stand passes through steel After stick via hole is socketed on rod iron, support plate is supported on rod iron, in use, the pressure that bracket is subject to can be in backboard, rod iron And transmitted between support plate, active area is increased, so that the shearing that rod iron is subject to further disperses, reduces stress and concentrates, interval The setting of plate can be avoided when stiffener is under pressure and bend, and reach the work of the stability and load-bearing capacity that improve structure With.The setting of support plate, which enables to be contacted between rod iron and spandrel girder from line, becomes face contact, the shearing that rod iron is subject to Dispersion, is conducive to the stabilization of structure.
3. above-mentioned T-type construction method of bent cap, stand are socketed on rod iron by rod iron via hole, can stress turn around rod iron Dynamic, therefore, when there is the construction of horizontal slope bent cap, stand is rotated around rod iron, so that stand is capable of providing enough frictions Power offsets the transverse component of horizontal slope bent cap, ensures the safety produced in the construction of horizontal slope bent cap.In addition, rod iron crosses hole location In one end of backboard, so that the center of gravity of stand is located at below rod iron via hole, so that it is guaranteed that its support plate when stand is rotated around rod iron It is always positioned at top, topples over or overturns to prevent stopping seat.
4. above-mentioned T-type construction method of bent cap, stand includes parallels device, can be adjustable by parallels device when Coping Construction Save load-bearing depth of beam, convenient for template build and the dismounting of stand, it is easy to use.
5. above-mentioned T-type construction method of bent cap, the backboard of stand are contacted with bridge pier, when construction, transverse direction of the stand by bridge pier Support force can balance the moment of flexure of rod iron stress bias generation, allow rod iron by pure shear, thus reduce rod iron bending deformation, And make the structure of the capping beam formwork support more stable.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of capping beam formwork support in a better embodiment of the invention.
Fig. 2 is the left view schematic diagram of capping beam formwork support part-structure shown in Fig. 1.
Fig. 3 is the schematic top plan view of capping beam formwork support part-structure shown in Fig. 1.
Fig. 4 is the structural schematic diagram of stand and parallels device in capping beam formwork support shown in Fig. 1.
Fig. 5 is the right side structural representation of stand shown in Fig. 4.
Fig. 6 is the present invention looks up structural representation of Fig. 5.
Main element symbol description
100- capping beam formwork support, 2- rod iron, 4- stand, 41- backboard, 412- rod iron via hole, 42- support plate, 43- put more energy into Partition, 45- parallels device, the first cushion block of 451-, the second cushion block of 452-, 453- screw rod, 454- nut, 455- first in plate, 44- Inclined-plane, the second inclined-plane 456-, 457- mounting hole, 5- spandrel girder, 6- distribution beam, 7- battered leg support frame, 71- battered leg, 73- pre-buried steel Plate, 75- battered leg crossbeam, 300- bridge pier, 400-PVC pipe.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other Embodiment shall fall within the protection scope of the present invention.
It should be noted that it can be directly on another component when component is referred to as " being fixed on " another component Or there may also be components placed in the middle.When a component is considered as " connection " another component, it, which can be, is directly connected to To another component or it may be simultaneously present component placed in the middle.When a component is considered as " being set to " another component, it It can be and be set up directly on another component or may be simultaneously present component placed in the middle.Term as used herein is " vertical ", " horizontal ", "left", "right" and similar statement for illustrative purposes only.
Unless otherwise defined, all technical and scientific terms used herein and belong to technical field of the invention The normally understood meaning of technical staff is identical.Term as used herein in the specification of the present invention is intended merely to description tool The purpose of the embodiment of body, it is not intended that in the limitation present invention.Term " and or " used herein includes one or more phases Any and all combinations of the listed item of pass.
Please referring also to Fig. 1 to Fig. 3, a better embodiment of the invention provide a kind of capping beam formwork support 100, including steel Stick 2, stand 4, parallels device 45, spandrel girder 5, several distribution beams 6 and two battered leg support frames 7.Rod iron 2 is for being embedded in a bridge On pier 300, and the opposite end of rod iron 2 is respectively positioned on outside bridge pier 300;The ends that rod iron 2 is located at outside bridge pier 300 is all provided with It is equipped with a stand 4.The top of each stand 4 is provided with a parallels device 45.Spandrel girder 5 is supported on parallels device 45 And its end, which extends to, forms suspending part outside bridge pier 300;Several distribution beams 6 are connect with spandrel girder 5.Spandrel girder 5 and distribution beam 6 For installing capping beam template.Two battered leg support frames 7 are separately positioned on the opposite of bridge pier 300 along the direction of vertical 2 length of rod iron Two sides, each battered leg support frame 7 connect the suspending part and bridge pier 300 of spandrel girder 5.It can be by spandrel girder by stand 4 and rod iron 2 5 pressure being subject to are transferred to bridge pier 300, carry out load-bearing using shearing, meanwhile, spandrel girder 5 is subject to using battered leg support frame 7 Pressure is transferred to bridge pier 300, to constitute stable bracket system.
Please also refer to fig. 4 to fig. 6, stand 4 includes a backboard 41, a support plate 42 and two pieces of stiffeners 43.Backboard 41 It is substantially in cuboid plate, perforation offers rod iron via hole 412 on backboard 41.In the present embodiment, rod iron via hole 412 is in circle It is poroid, it is located at one end of backboard 41.For rod iron via hole 412 for being socketed in a rod iron 2,4 stress of stand can be 2 turns around rod iron It is dynamic.The substantially square plate of support plate 42, the side of support plate 42 is vertical with one end of backboard 41 to be connect, the bottom surface of support plate 42 It is tangent with rod iron via hole 412, and be used to support on rod iron 2.Two pieces of stiffeners 43 are respectively arranged at the opposite of rod iron via hole 412 Two sides, the side of each stiffener 43 is vertical with backboard 41 to be connect, and the top surface of each stiffener 43 is vertical with support plate 42 to be connect. Middle partition 44 is also connected on each stiffener 43, middle partition 44 is vertical with backboard 41.In the present embodiment, stiffener 43 is big Plate structure in a rectangular trapezoid is caused, long bottom edge is connect with support plate 42, and right-angle side is connect with backboard 41.On each stiffener 43 Be connected with partition 44 in two pieces, in two pieces partition 44 be connected to side of the corresponding stiffener 43 towards another stiffener 43 and Backwards to the side of another stiffener 43, partition 44 is respectively positioned on the medium height position of stiffener 43 in two pieces, and by stiffener 43 bevel edge extends to right-angle side.Preferably, abrasionproof flexible pad (not shown) is also lined between rod iron 2 and support plate 42.It is preferred that Ground, backboard 41, support plate 42, stiffener 43 and middle partition 44 are all made of steel plate and are made, backboard 41, support plate 42, stiffener 43 And by being welded and fixed between middle partition 44.
Parallels device 45 includes the first cushion block 451, the second cushion block 452, screw rod 453 and two nuts 454.First cushion block 451 bottom surface is placed on the top surface of support plate 42, and the top surface of the first cushion block 451 is equipped with the first inclined-plane 455;Second cushion block 452 Bottom surface be equipped with the second inclined-plane 456,455 sliding contact of the second inclined-plane 456 and the first inclined-plane, with adjusting the second cushion block 452 height Degree;Corresponding perforation offers the mounting hole 457 of strip on first cushion block 451 and the second cushion block 452;Screw rod 453 wears installation Hole 457, successively to wear the first cushion block 451 and the second cushion block 452, the height of screw rod 453 and mounting hole 457 by mounting hole 457 It is vertical to spend direction;Screw rod 453 is also parallel with support plate 42, and perpendicular to rod iron 2.Two nuts 454 respectively with screw rod 453 two End is spirally connected, and the first cushion block 451, the second cushion block 452 are located in desired position.It preferably, can also be in the first cushion block 451 Bottom surface and/or support plate 42 top surface on non-slip mat or setting non-slip texture are set, to increase the first cushion block 451 and support Friction between plate 42 prevents 45 relative support plate 42 of parallels device in work progress mobile.
The quantity of spandrel girder 5 is two, and two spandrel girders 5 are located at the opposite end of rod iron 2, and are clamped in bridge pier 300 opposite sides, each spandrel girder 5 are supported on the second cushion block 452 of respective side parallels device 45.Each spandrel girder 5 Opposite end, which all extends to, forms suspending part outside bridge pier 300, the length of 5 suspending part of spandrel girder can be according to the arm length of T-type bent cap Degree is designed.It enables to the lifting of the second cushion block 452 to adjust the height of spandrel girder 5 by parallels device 45, will hold Weight beam 5 is adjusted to preset height and position.In the present embodiment, each spandrel girder 5 uses Two bors d's oeuveres I-steel, so that it has There is biggish intensity.Several distribution beams 6 are arranged along the length direction interval of spandrel girder 5, each distribution beam 6 and 5 top of spandrel girder It welds and vertical with spandrel girder 5.
Referring again to Fig. 2 and Fig. 3, two battered leg support frames 7 are separately positioned on the opposite sides of bridge pier 300, and two Length direction of the line of battered leg support frame 7 perpendicular to rod iron 2.Each battered leg support frame 7 includes two 71, two pieces of battered leg pre-buried Steel plate 73 and a battered leg crossbeam 75, two battered legs 71 along parallel rod iron 2 direction interval be arranged, one end of each battered leg 71 with hold The suspending part of weight beam 5 welds, and the other end of each battered leg 71 and a pre-embedded steel slab 73 weld, and pre-embedded steel slab 73 is for being embedded in bridge On pier 300;The opposite end of battered leg crossbeam 75 is welded with two battered legs 71 respectively.Preferably, battered leg 71 is Two bors d's oeuveres channel steel, so that It is with preferable intensity.
The present invention also provides a kind of methods constructed using capping beam formwork support 100 to T-type bent cap, including following step It is rapid:
The pre-buried built-in fitting on bridge pier 300: built-in fitting includes pvc pipe 400 and four pieces of pre-embedded steel slabs 73, and pvc pipe 400 is horizontal Installation, four pieces of pre-embedded steel slabs 73 are equally divided into two groups, and two groups of pre-embedded steel slabs 73 are separately positioned on along the direction of vertical pvc pipe 400 The opposite sides of bridge pier 300.In the present embodiment, consolidation process also is carried out using reinforcing bar after pvc pipe 400 is pre-buried, prevents bridge Pvc pipe 400 floats when pier 300 pours.Pre-embedded steel slab 73 is equipped with anchor bar towards the side of bridge pier 300, and pre-embedded steel slab 73 is logical Anchor bar and bridge pier 300 is crossed to anchor so that pre-embedded steel slab 73 connect with bridge pier 300 it is more firm.The number root of anchor bar Number no less than 4, to ensure 73 stable connection of pre-embedded steel slab, prevent 73 stress of pre-embedded steel slab from moving down.Pre-embedded steel slab 73 compares bridge pier 300 concrete outer surface depth 1cm, it is vertical to ensure pre-embedded steel slab 73, and the later period is facilitated to fit up.
Rod iron 2 is installed: enabling rod iron 2 pass through pvc pipe 400, and the opposite end of rod iron 2 stretches out outside bridge pier 300.It is preferred that Ground, the internal diameter of pvc pipe 400 are preferably 8~12mm bigger than 2 diameter of rod iron.
Stand 4 is installed: it is located at the ends outside bridge pier 300 in rod iron 2 and is provided with a stand 4, each stand 4 Rod iron via hole 412 is socketed on rod iron 2, and 4 stress of stand can be rotated around rod iron 2;Backboard 41 backwards to stiffener 43 side with Bridge pier 300 is in contact, and the bottom surface of support plate 42 is in contact with rod iron 2.
Parallels device 45 is installed: being respectively provided with a parallels device 45 in each 42 top surface of support plate, parallels device 45 first pads The bottom surface of block 451 is placed on the top surface of support plate 42.
Spandrel girder 5 is installed: two spandrel girders 5 being clamped in the opposite sides of bridge pier 300, each spandrel girder 5 is supported on pair It answers on the second cushion block 452 of side, and the opposite end of each spandrel girder 5 all extends to outside bridge pier 300;It is adjusted by parallels device 45 The height of spandrel girder 5 can be adjusted by saving the lifting of the second cushion block 452, spandrel girder 5 is adjusted to preset height and position, specifically Are as follows: rotating nut 454 adjusts the distance between two nuts 454 and opposite first cushion block 451 of second cushion block 452 is moved It is dynamic, adjusting of the second cushion block 452 realization to 452 height of the second cushion block is slided along the first inclined-plane 455, the adjusting of the second cushion block 452 is arrived Behind preset height position, rotating nut 454, so that two nuts 454 abut the first cushion block 451 and the second cushion block 452 respectively, with Prevent the second cushion block 452 mobile.
Distribution beam 6 is installed: in the present embodiment, it is two groups that several distribution beams 6, which are divided to, and two groups of distribution beams 6 are respectively arranged in Spandrel girder 5 is located at the both ends outside bridge pier 300, each distribution beam 6 and welding at the top of spandrel girder 5 and vertical with spandrel girder 5.Distribution The connection of beam 6 and spandrel girder 5 is preferably using form is fully welded, to ensure integrally-built stability.
Battered leg support frame 7 is installed: two battered leg support frames 7 are separately positioned on bridge pier 300 along the direction of vertical rod iron 2 Opposite sides, one end of each battered leg 71 and spandrel girder 5 are located at the suspending part outside bridge pier 300 and weld, each battered leg 71 it is another It is welded with a pre-embedded steel slab 73 at end;The opposite end of battered leg crossbeam 75 is welded with two battered legs 71 respectively.Preferably, battered leg 71 with Spandrel girder 5, battered leg 71 and pre-embedded steel slab 73 are using form is fully welded, to improve the stability of structure, when there are gap, using three Gusset is put more energy into reinforcement.
Template installation: bed die and side form are installed on spandrel girder 5 and distribution beam 6, concrete is carried out on bed die and side form It pours to form T-type bent cap.
On bed die and side form carry out concreting formed T-type bent cap the step of after, further include remove parallels device 45, The step of the step of stand 4 and rod iron 2, dismounting parallels device 45, stand 4 and rod iron 2 are as follows: pass through parallels device 45 and adjust second Cushion block 452 moves down, and parallels device 45 is removed from stand 4, then takes out stand 4 from rod iron 2, by rod iron 2 from Extraction in pvc pipe 400, and block the two-port of pvc pipe 400.
The T-type construction method of bent cap of embodiment of the present invention is held using rod iron 2 and the support of the stand being socketed on rod iron 24 Weight beam 5, while two battered leg support frames 7 of 300 opposite sides of bridge pier are set to spandrel girder 5 using along vertical 2 direction of rod iron Suspending part outside bridge pier 300 is supported, and increases the supporting point of pattern carrier, so that capping beam formwork support 100 is steady Qualitative and intensity improves, the construction suitable for T-type bent cap.Two battered leg support frames 7 and stand 4 are located at the four of bridge pier 300 A side, battered leg 71 is connect by the pre-embedded steel slab 73 being embedded on bridge pier 300 with bridge pier 300 in battered leg support frame 7, can So that 300 stress of bridge pier is more uniform, reduce influence of the T-type Coping Construction to bridge pier 300, and since battered leg 71 is by being embedded in Pre-embedded steel slab 73 on bridge pier 300 is connect with bridge pier 300, compared to by the way of anchor ear bracket, can further increase lid 100 overall stability of beam form board bracket, prevents bracket from gliding, and improves safety, is more suitable for the construction of T-type bent cap.
Above-mentioned capping beam formwork support 100 and its stand 4, rod iron via hole 412 and 42 bottom surface phase of support plate on stand 4 Cut, when stand 4 by rod iron via hole 412 be socketed on rod iron 2 after, support plate 42 is supported on rod iron 2, in use, bracket by To pressure can disperse via being transferred in support plate 42 after backboard 41, rod iron 2, increase active area so that rod iron 2 by To shearing further disperse, reduce stress and concentrate, when the setting of middle partition 44 can be avoided stiffener 43 and be under pressure Bending has the function that the stability and load-bearing capacity that improve structure.The setting of support plate 42 enables to rod iron 2 and spandrel girder Face contact is become from line contact between 5, the high-shear dispersion that rod iron 2 is subject to is conducive to the stabilization of structure.
Above-mentioned capping beam formwork support 100 and its stand 4, stand 4 are socketed on rod iron 2 by rod iron via hole 412, stand 4 Stress can be rotated around rod iron 2, and therefore, when there is the construction of horizontal slope bent cap, stand 4 is rotated around rod iron 2, so that stand 4 are capable of providing enough frictional force to offset the transverse component of horizontal slope bent cap, and the peace produced is ensured in the construction of horizontal slope bent cap Quan Xing.In addition, rod iron via hole 412 is located at one end of backboard 41, so that the center of gravity of stand 4 is located at 412 lower section of rod iron via hole, thus Ensure that its support plate 42 is always positioned at top when stand 4 is rotated around rod iron 2, topples over or overturns to prevent stopping seat 4.
Stand 4 includes parallels device 45, when Coping Construction, the height of spandrel girder 5 can be adjusted by parallels device 45, just In template build and the dismounting of stand 4, it is easy to use.
The backboard 41 of stand 4 is contacted with bridge pier 300, when construction, cross-brace power of the stand 4 by bridge pier 300, and Neng Gouping The moment of flexure that the 2 stress bias of rod iron that weighs generates, allows rod iron 2 by pure shear, to reduce 2 bending deformation of rod iron, and makes the lid The structure of beam form board bracket 100 is more stable.The setting of abrasionproof flexible pad can protect rod iron 2, reduce physically worn make At damage, and the evenly dispersed each position to support plate 42 of shearing that can be subject to rod iron 2 reaches and further increases knot The purpose of structure stability.
Above description is the detailed description for the present invention preferably possible embodiments, but embodiment is not limited to this hair Bright patent claim, it is all the present invention suggested by technical spirit under completed same changes or modifications change, should all belong to In the covered the scope of the patents of the present invention.

Claims (9)

1. a kind of T-type construction method of bent cap, which comprises the following steps:
The pre-buried built-in fitting on bridge pier: the built-in fitting includes that pvc pipe and four pieces of pre-embedded steel slabs, pvc pipe are horizontally mounted, and four pieces pre- It buries steel plate and is equally divided into two groups, two groups of pre-embedded steel slabs are separately positioned on the opposite of the bridge pier along the direction of the vertical pvc pipe Two sides;
Rod iron installation: providing rod iron, enables rod iron pass through pvc pipe, and the opposite end of rod iron stretches out outside bridge pier;
Stand installation: it is located at the ends outside the bridge pier in rod iron and is provided with a stand, the stand includes a back One end perforation of plate, a support plate and two pieces of stiffeners, the backboard offers rod iron via hole, and the rod iron via hole is socketed in institute It states on rod iron, the stand stress is rotated around the rod iron, the backboard is enabled to be in contact with the bridge pier;The branch The side of fagging is vertical with one end of the backboard to be connect, and the bottom surface of the support plate is in contact with the rod iron;Two pieces are put more energy into Plate is respectively arranged at the opposite sides of the rod iron via hole, and the side of each stiffener is vertical with the backboard to be connect, Mei Yijia The top surface of strength plate is vertical with the support plate to be connect;Middle partition, the middle partition and the back are also connected on each stiffener Plate is vertical;
The installation of parallels device: it is respectively provided with a parallels device in the support plate top surface of each stand, the parallels device includes first Cushion block, the second cushion block, screw rod and two nuts, the bottom surface of the first cushion block are placed on the top surface of the support plate, and described first The top surface of cushion block is equipped with the first inclined-plane;The bottom surface of second cushion block is equipped with the second inclined-plane, second inclined-plane and described first Inclined-plane sliding contact, to adjust the height of second cushion block;Corresponding perforation offers on first cushion block and the second cushion block The mounting hole of strip;The screw rod wears the mounting hole, and both ends of two nuts respectively with the screw rod are spirally connected;
Spandrel girder installation: providing two spandrel girders, and two spandrel girders are clamped in the opposite sides of the bridge pier, each spandrel girder branch Support is on the second cushion block of respective side, and the opposite end of each spandrel girder all extends to outside the bridge pier to form suspending part;
Distribution beam installation: several distribution beams are provided, several distribution beams are divided into two groups, and two groups of distribution beams are respectively arranged in spandrel girder position It is welded at the top of both ends outside the bridge pier, each distribution beam and the spandrel girder and vertical with the spandrel girder;
The installation of battered leg support frame: two battered leg support frames, direction difference of two battered leg support frames along the vertical rod iron are provided The opposite sides of the bridge pier is set, and each battered leg support frame includes two battered legs and a battered leg crossbeam, and two battered legs are along flat The suspending part of the direction interval setting of the row rod iron, one end of each battered leg and the spandrel girder welds, each battered leg it is another It is welded with a pre-embedded steel slab one end;The opposite end of the battered leg crossbeam is welded with two battered legs respectively;
Template installation: installing bed die and side form on spandrel girder and distribution beam, and concreting shape is carried out on bed die and side form At T-type bent cap.
2. T-type construction method of bent cap as described in claim 1, which is characterized in that in the pre-buried built-in fitting on bridge pier the step of, Consolidation process is carried out using reinforcing bar after pvc pipe is pre-buried, pvc pipe is mobile when preventing bridge pier from pouring.
3. T-type construction method of bent cap as described in claim 1, which is characterized in that the pre-embedded steel slab is towards the bridge pier Side is equipped with anchor bar, and the pre-embedded steel slab is anchored by anchor bar and the bridge pier.
4. T-type construction method of bent cap as described in claim 1, which is characterized in that the pre-embedded steel slab is more mixed than the bridge pier Solidifying soil outer surface depth 1cm.
5. T-type construction method of bent cap as described in claim 1, which is characterized in that it is high to adjust the second cushion block by parallels device Degree enables the second cushion block with respect to the first cushion block specifically includes the following steps: rotating nut adjusts the distance between two nuts It is mobile, adjusting of the second cushion block realization to the second cushion block height is slided along the first inclined-plane, the second cushion block is adjusted to preset height position It postpones, rotating nut, so that two nuts abut the first cushion block and the second cushion block respectively, to prevent the second cushion block mobile.
6. T-type construction method of bent cap as described in claim 1, which is characterized in that carry out concrete on bed die and side form and pour After building the step of forming T-type bent cap, further include the steps that removing parallels device, stand and rod iron, the dismounting parallels device, seat The step of son and rod iron are as follows: the second cushion block is adjusted by parallels device and is moved down, parallels device is removed from stand, then Stand is taken out from rod iron, rod iron is extracted out out of pvc pipe, and block the two-port of pvc pipe.
7. T-type construction method of bent cap as described in claim 1, it is characterised in that: be connected with two pieces of intervals on each stiffener Plate, partition is connected to side of the corresponding stiffener towards another stiffener and the side backwards to another stiffener in two pieces, Partition is respectively positioned on the medium height position of the stiffener in two pieces.
8. T-type construction method of bent cap as described in claim 1, it is characterised in that: between the rod iron and the support plate also It is lined with abrasionproof flexible pad.
9. T-type construction method of bent cap as described in claim 1, it is characterised in that: the backboard, the support plate, it is described plus By being welded and fixed between strength plate and the middle partition.
CN201811226890.2A 2018-10-22 2018-10-22 A kind of T-type construction method of bent cap Pending CN109468953A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110172912A (en) * 2019-05-04 2019-08-27 湖北省路桥集团有限公司 A kind of solid pier capping beam processing construction method
CN110700102A (en) * 2019-10-12 2020-01-17 重庆建工建筑产业技术研究院有限公司 Construction method of prestressed steel structure front-pull rear-lock cast-in-place platform

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101660296A (en) * 2009-09-08 2010-03-03 中铁九局集团有限公司 Method for casting concrete 0# block support by continuous beam cantilever
CN201473892U (en) * 2009-09-08 2010-05-19 中铁九局集团有限公司 Supporting device for pouring of concrete of No.0 block of continuous beam cantilever
CN102277834A (en) * 2011-05-10 2011-12-14 吴江市明港道桥工程有限公司 Construction bracket of bridge capping beam
CN102286925A (en) * 2011-07-08 2011-12-21 四川路航建设工程有限责任公司 Bridge single column pier assembled box bracket system and mounting method thereof
CN204000618U (en) * 2014-06-16 2014-12-10 中交第二航务工程局有限公司 A kind of truss-like 0# piece cast-in-place support
CN104328737A (en) * 2014-09-25 2015-02-04 安徽省新路建设工程集团有限责任公司 Connecting construction method of suspended-cast box girder triangular bracket fastener connecting construction method
CN206052562U (en) * 2016-08-31 2017-03-29 龙建路桥股份有限公司 Thin-walled hollow pier capping beam profile steel bracket
CN107100076A (en) * 2017-02-27 2017-08-29 中铁十九局集团有限公司 A kind of Cast-in-place Bent Cap construction method
CN107905114A (en) * 2017-12-07 2018-04-13 中交第三航务工程局有限公司 A kind of construction method of large span Successive interference cancellation

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101660296A (en) * 2009-09-08 2010-03-03 中铁九局集团有限公司 Method for casting concrete 0# block support by continuous beam cantilever
CN201473892U (en) * 2009-09-08 2010-05-19 中铁九局集团有限公司 Supporting device for pouring of concrete of No.0 block of continuous beam cantilever
CN102277834A (en) * 2011-05-10 2011-12-14 吴江市明港道桥工程有限公司 Construction bracket of bridge capping beam
CN102286925A (en) * 2011-07-08 2011-12-21 四川路航建设工程有限责任公司 Bridge single column pier assembled box bracket system and mounting method thereof
CN204000618U (en) * 2014-06-16 2014-12-10 中交第二航务工程局有限公司 A kind of truss-like 0# piece cast-in-place support
CN104328737A (en) * 2014-09-25 2015-02-04 安徽省新路建设工程集团有限责任公司 Connecting construction method of suspended-cast box girder triangular bracket fastener connecting construction method
CN206052562U (en) * 2016-08-31 2017-03-29 龙建路桥股份有限公司 Thin-walled hollow pier capping beam profile steel bracket
CN107100076A (en) * 2017-02-27 2017-08-29 中铁十九局集团有限公司 A kind of Cast-in-place Bent Cap construction method
CN107905114A (en) * 2017-12-07 2018-04-13 中交第三航务工程局有限公司 A kind of construction method of large span Successive interference cancellation

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110172912A (en) * 2019-05-04 2019-08-27 湖北省路桥集团有限公司 A kind of solid pier capping beam processing construction method
CN110700102A (en) * 2019-10-12 2020-01-17 重庆建工建筑产业技术研究院有限公司 Construction method of prestressed steel structure front-pull rear-lock cast-in-place platform

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