CN211079936U - Novel assembled high-shear-resistance bailey bracket - Google Patents

Abstract

The utility model discloses a novel assembled high bailey bracket that shears, high bailey bracket that shears is fixed in on the concrete pier, a plurality of counter-pull screw rods constitute a set of screw rod fixed body, a plurality of screw rod fixed bodies of group are pre-buried in the concrete of pier shaft, and the both sides end of every group screw rod fixed body of group all stretches out the pier shaft outside, at the anchor slab of fixed respectively in the both ends of every group screw rod fixed body, four high bailey pieces that shear are arranged side by side and form a bailey group, the vertical setting of bailey group is in the outside of pier shaft, and the upper and lower both ends of every bailey group correspond with an anchor slab fixed connection. The utility model is suitable for a 0# piece construction of all kinds of cantilever pouring girder bridge especially has extensive suitability under the circumstances such as high mound, operation on water or topography is precipitous, the ground is weak, construction period is tight, pre-compaction resource is deficient, construction safety, reliable quality, the expense is low, fast, extend the application wide, the practicality is strong, practice thrift the pre-compaction cost and shorten the pre-compaction cycle.

Description

Novel assembled high-shear-resistance bailey bracket

The technical field is as follows:

The utility model relates to a novel assembled high anti-shear bailey bracket.

Background art:

The large-span variable-section continuous beam bridge and the rigid frame bridge are generally constructed by adopting a cantilever casting method, wherein a No. 0 block is a central block piece of the cantilever casting construction and a control component during system conversion, is a very important stage in the cantilever construction and is a difficult point in the construction.

The No. 0 single body has the highest construction height and the largest one-time concrete pouring amount, is used for high-altitude large-volume concrete operation, has large height from the ground or water surface and large technical difficulty of complex structure, and adopts a pier-side bracket method and a steel pipe floor bracket method as common construction methods.

The traditional bracket beside the pier and the steel pipe floor stand have the defects of difficult installation and prepressing, large material loss, and only one-time use and spreading.

The invention content is as follows:

The utility model relates to a solve the problem that above-mentioned prior art exists and provide a novel assembled high shearing bailey bracket, overcome traditional shaped steel bracket installation, pre-compaction difficulty, material loss big, only can once use, stand the shortcoming of selling.

The utility model discloses the technical scheme who adopts has:

The utility model also provides a novel assembled high shearing bailey bracket, high shearing bailey bracket is fixed in on the concrete pier body, including anchor slab, counter-pull screw rod, high shearing bailey piece, crossbeam, longeron and die block, a plurality of counter-pull screw rod constitute a set of screw rod fixed body, and a plurality of screw rod fixed bodies of group are pre-buried in the concrete of pier body, and the both sides end of every group screw rod fixed body all stretches out the pier body outside, at the both ends of every group screw rod fixed body fixed anchor slab respectively, four high shearing bailey pieces arrange side by side and form a bailey group, the vertical setting of bailey group is in the outside of pier body, and the upper and lower both ends of every bailey group correspond and an anchor slab fixed connection, crossbeam and longeron fixed connection are on the up end of bailey group, and the setting of longeron slope, and the die block is fixed in on the longeron.

Further, the anchor plate includes anchor plate and lower anchor plate, go up anchor plate and all include a body with lower anchor plate, the body includes panel, otic placode and tenon, welds eight otic placodes on the outside terminal surface of panel, and the otic placode is vertical to be set up, and per two is a set of, fixes a high shearing Bailey piece between two otic placodes of every group, is equipped with the fixed pinhole on every otic placode, and the tenon welding is on the medial surface of panel.

Furthermore, the panel is equipped with a plurality of fixed orificess, and the split screw rod is worn to locate in the fixed orifices, and the tenon is pre-buried in the concrete of pier shaft to with the pier shaft fastening shaping, the length of tenon is less than 40 mm.

Further, high shear Bailey piece includes upper chord, lower chord, montant and web member, upper chord and lower chord parallel arrangement each other, a plurality of web members are vertical to be welded between upper chord and lower chord, all weld the web member that a plurality of slopes were arranged between upper chord and montant and between lower chord and the montant, all are equipped with the fore shaft at the both ends of upper chord and the both ends of lower chord.

Furthermore, the welding of crossbeam top has filled up roof beam and voussoir, and the longeron corresponds to weld on filling up roof beam and voussoir, fills up roof beam and voussoir and makes the longeron slope setting.

The utility model discloses following beneficial effect has:

The utility model is suitable for a 0# piece construction of all kinds of cantilever pouring girder bridge especially has extensive suitability under the circumstances such as high mound, operation on water or topography is precipitous, the ground is weak, construction period is tight, pre-compaction resource is deficient, construction safety, reliable quality, the expense is low, fast, extend the application wide, the practicality is strong, practice thrift the pre-compaction cost and shorten the pre-compaction cycle.

Description of the drawings:

Fig. 1 and 2 are structural diagrams of the present invention.

Fig. 3 is a construction flow chart of the present invention.

Fig. 4 and 5 are the utility model discloses the atress of construction bracket platform detects the map in the work progress.

Fig. 6 and 7 are structural views of the upper anchor plate of the present invention.

Fig. 8 is a structural view of the upper anchor plate on the pier body.

Fig. 9 and 10 are structural views of the lower anchor plate of the present invention.

Fig. 11 is a view of the lower anchor plate on the pier body.

Fig. 12 is a mounting structure diagram of the bailey group and the upper and lower anchor plates of the present invention.

Fig. 13 is a structural diagram of the high shear resistant beret of the present invention.

The specific implementation mode is as follows:

The present invention will be further described with reference to the accompanying drawings.

Referring to fig. 1 and 2, the novel assembly type high shear resistant bailey bracket of the present invention is fixed on a concrete pier body, and comprises an anchor plate 11, opposite pulling screws 12, high shear resistant bailey pieces 21, a cross beam 31, a longitudinal beam 32 and a bottom die 41, wherein a plurality of opposite pulling screws 12 form a set of screw fixing bodies, a plurality of sets of screw fixing bodies are pre-embedded in the concrete of the pier body, and the two ends of each set of screw fixing body extend out of the pier body, an anchor plate 11 is respectively fixed at two ends of each group of screw fixing bodies, four high shear-resistant Bailey sheets 21 are arranged in parallel to form a Bailey group 2, the Bailey group 2 is vertically arranged at the outer side of the pier body, and the upper and lower both ends of each bailey group 2 are correspondingly fixedly connected with an anchor plate 11, the cross beam 31 and the longitudinal beam 32 are fixedly connected on the upper end surface of the bailey group 2, the longitudinal beam 32 is obliquely arranged, and the bottom die 41 is fixed on the longitudinal beam 32.

With reference to fig. 3, the following method for constructing the assembly type high shear bailey bracket according to the present invention is described in detail:

Step 1), anchor plate embedding:

Erect pier shaft template and form the mould frame that is used for pier shaft shaping, all open a plurality of groups mounting hole on two pier shaft templates that are parallel to each other in the mould frame, every group mounting hole includes the hole body that two were arranged from top to bottom, all sets up an anchor slab 11 in every hole body, and the interior lateral surface of panel 110 flushes mutually with the interior lateral surface of pier shaft template in anchor slab 11, two cross-under a plurality of counter-pull screw rods 12 on two anchor slabs 11 of relative position department on the pier shaft template, threaded connection nut is fixed with anchor slab 11 on counter-pull screw rod 12, pours the concrete and makes counter-pull screw rod 12 and pier shaft concrete combine closely in to the mould frame.

The utility model provides an anchor slab 11 includes anchor slab and lower anchor slab, goes up the top hole internal that the anchor slab installed in every group mounting hole, and it is internal that lower anchor slab installs the below hole in every group mounting hole. When the anchor plate is pre-buried, in order to ensure the accuracy of the pre-buried anchor plate position, the anchor plate is lofted and positioned on the pier body template, holes are formed in the pier body template according to the design position, and the template is replaced by the anchor plate panel 110, so that the tenon 112 on the anchor plate is tightly combined with the pier body concrete, and the local pressure bearing of the tenon concrete is ensured.

When the main pier body is constructed, in order to avoid collision between main reinforcements of the pier body and the anchor plate counter-pulling screw 12, the space between the main reinforcements can be locally and properly adjusted, and an anti-cracking reinforcing steel bar net piece is arranged behind the anchor. The anchor plate is to drawing the screw rod 12 to select the prestressing force thick steel bar that ultimate tensile strength is 785Mpa, should draw the screw rod 12 with the anchor plate is perpendicular, and with the shear force pinhole on the tenon 112 parallel and must not cut, the anchor nut is tightened with the torque spanner, is fastened in place, pay attention to the built-in fitting position concrete when pier shaft concrete placement should fully vibrate closely.

Step 2), mounting the high shear resistant Bailey sheet:

Demolish the pier shaft template and expose the pier shaft that solidifies the shaping, four high shear-resistant bailey pieces 21 arrange side by side and form a bailey group 2, two in every group mounting hole arrange a bailey group 2 between the hole body, and the upper and lower both ends of every bailey group 2 correspond to be fixed in anchor slab 11 through the bailey round pin, and bailey group 2 on every pier shaft template forms the construction bracket platform.

the method comprises the steps of removing a pier body template, installing Bailey groups after the concrete strength reaches 25-30 Mpa, wherein the external dimension of each high shear-resistant Bailey sheet 21 is 3.048 multiplied by 2.134m, the four high shear-resistant Bailey sheets 21 form a group, the four high shear-resistant Bailey sheets 21 form a frame whole through a horizontal strut and a vertical strut, manually installing the high shear-resistant Bailey sheets by adopting an automobile crane and a reverse chain in a matched mode, the top of each high shear-resistant Bailey sheet 21 in the Bailey group 2 is in pin joint with an upper anchor plate, inserting a safety pin after the Bailey pins are driven in to prevent the pins from falling off, supporting the bottom of each high shear-resistant Bailey sheet 21 in the Bailey group 2 on a lower anchor plate, enabling gaps between chord rods in the high shear-resistant Bailey sheets 21 and the lower anchor plate to be tightly plugged by thin steel plates, and setting vertical struts at cantilever ends between adjacent Bailey groups after the Bailey groups are installed in the 3 groups so as to enhance the overall.

Step 3), stress detection of the construction bracket platform (as shown in fig. 4 and 5):

The high shear resistant bailey sheets 21 are arranged in parallel to form a back pressure bailey group 6, the back pressure bailey group 6 is fixed on the top of a pier body, the lower end face of the back pressure bailey group 6 and the upper end face of the bailey group 2 are both fixed with a test pad beam 63, a hydraulic oil top 64 is arranged between the upper test pad beam 63 and the lower test pad beam 63, the hydraulic oil top 64 is used for pressurizing and jacking, under the limitation of the back pressure bailey group 6, an oil cylinder of the hydraulic oil top 64 extends and presses down a construction bracket platform, then the actual stress condition of the construction bracket platform during construction of a 0# block is simulated, the deformation parameters of the construction bracket platform are measured, and the stability and the bearing capacity of the construction bracket platform are checked to achieve the purpose of pre-pressing.

In order to check the bearing capacity of the construction bracket platform, reduce and eliminate the inelastic deformation of the construction bracket platform and collect the elastic deformation amount of the bracket, the 0# block bracket supporting system is pre-pressed before the longitudinal beams and the bottom die are installed on the construction bracket platform.

After the construction bracket platforms on the front side and the rear side of the pier body are installed, 400t of hydraulic oil top, 2cm of base plate, 3I 32I-steel testing base beam 63, back pressure Bailey group 6, back pressure shoulder pole beam and anchor rods are sequentially installed above the front cross beam and the rear cross beam.

the single back pressure Bailey group 6 is composed of 10 high shear resistant Bailey pieces 21 and is of a five-row single-layer type, the back pressure Bailey group 6 is anchored to the top of a temporary support through temporary consolidation prestressed reinforcing steel bars (785 grade) on the top of a pier, the back pressure Bailey group 6 is further provided with 2 back pressure beams and prestressed reinforcing steel bar anchor rods, the back pressure beams are machined by I-shaped steel, and each back pressure beam is anchored and locked by 4J L32 prestressed reinforcing steel bars (single 0.75 sigma =473.5 KN).

The prepressing process comprises the following specific steps:

a) Preparation work before loading: the back pressure Bailey group 6, the test pad beam 63, the back pressure beam and the anchor rods determine the types and the number of the back pressure Bailey group according to design calculation, after the counter force Bailey group is installed in place, the spiral tops are required to symmetrically pre-add 250-300 kN anchoring force to each anchor rod respectively, and the Bailey group is anchored and locked on the top of the temporary support. The tensioning equipment is transported to the site to be in place after being checked and calibrated, the hydraulic oil jack 64 is placed between the bracket and the counterforce bailey group, and the oil pipe extension oil pump of the hydraulic oil jack 64 is placed in an open safety zone.

Laying monitoring points, measuring the top surface elevations of the front cross beam, the rear cross beam and the bracket, setting safety protection implementation, and protecting the bracket and the back pressure Bailey group by using a steel wire rope; and preparing a measuring instrument, an instrument, a record form and the like, implementing an operator, and organizing measurement and tension operation technologies.

b) Loading under pressure: the total pre-load amount of the No. 0 block is considered according to 1.2 times of the weight of the beam body, the pressurizing loads of the front oil jack and the rear oil jack are calculated through modeling simulation, the YCW400D type through jack is adopted for the hydraulic oil jack 64, and the corresponding pressure gauge reading is calculated according to a regression equation after calibration.

c) Step-by-step loading: the main purpose of the graded loading is to control the loading speed, so that the rule that the deformation of the bracket changes along with the load can be observed conveniently, and meanwhile, the safety of the pre-pressing loading is facilitated, the graded loading is generally divided into four stages, and each stage of loading is 30% of the total load.

d) Inter-stage intermittent time: the interstage intermittent time of the graded loading is displayed according to related data of a steel structure test, the deformation basic stable time after the grading loading is about 5min generally, and the grading loading interstage intermittent time can be controlled according to 5-10 min during actual operation.

e) And (3) deformation and displacement observation: the main items of the 0# block bracket deformation and displacement observation are deformation deflection of the upper chord and the lower chord of the bailey bracket and displacement of the upper anchor plate and the lower anchor plate. The leveling observation points are mainly arranged on the top surface of the bracket at a distance of 30cm from the front cross beam and the rear cross beam and are matched with the tower ruler and the inverted ruler for observation; the displacement of the upper anchor plate and the lower anchor plate is mainly observed through a total station, and the reflective label monitoring points are arranged on the front surface of the member.

f) the method comprises the steps of measuring deformation observation by using a level gauge, measuring mark points and recording an initial elevation value H1 of each point, observing the elevation value H2 of each measuring point 5min after each stage of loading is finished and stabilized, observing continuously for 3 times after a jack is kept for 10min after being fully loaded, observing continuously for 3 times at intervals of 3min when the accumulated settlement is less than 3mm, considering that the bracket is stabilized and can be unloaded, measuring the elevation value H3 of each measuring point before unloading, measuring the elevation value H4. of each measuring point after unloading, and after prepressing, considering that inelastic deformation of the bracket is eliminated, setting pre-camber △ on a bottom die according to the elastic deformation value so that the linear form of a beam body after the bracket is deformed meets design requirements, and finding out that the influence of continuous load on the deformation of the bracket can be drawn according to the difference value of H2 and H3, and drawing a settlement curve according to the observation result.

Step 4), mounting the cross beam, the longitudinal beam and the bottom die:

And (3) dismantling the back pressure Bailey group 6, the test pad beam 63 and the hydraulic oil top 64, sequentially and fixedly installing the cross beam 31 and the longitudinal beam 32 on the upper end surface of the Bailey group 2 of each pier body template, wherein the longitudinal beam 32 is obliquely arranged, and the bottom die 41 is fixed on the longitudinal beam 32.

Crossbeam 31 on the pier body front and back both sides construction bracket platform adopts the processing of double pin shaped steel, places in the vertical chord position department of bailey group, adopts U type to ride horse bolt and bailey group and links into an organic whole to guarantee the whole atress of crossbeam and antidumping stability. The longitudinal beams and the bottom die (a chassis system of the hanging basket) are placed on the cross beams according to the designed positions. The transverse beam and the longitudinal beam, the longitudinal beam and the cushion beam 34 and the cushion beam and the wedge 35 are fixed by welding to avoid instability. When the transverse beam 31, the pad beam 34 and the longitudinal beam 32 are installed, the elevation of the top surface of the transverse beam is remeasured by adopting a level gauge, and the phenomena of local hollowing, unevenness and the like are found to be timely reinforced.

Step 5) construction of the 0# block single body and dismantling of a construction bracket platform:

The removal of the bracket is carried out according to the reverse order of installation, the construction of a 0# block monomer is carried out on the bottom die 41, after the forming construction of the 0# block monomer is completed, the cross beam, the longitudinal beam and the bottom die 41 are removed firstly, then the Bailey pin is driven out, the Bailey group 2 is lifted out, the nut on the counter-pulling screw 12 is loosened, the anchor plate 11 is lifted out, and finally, the left slotted hole is sealed by adopting high-grade cement mortar.

As shown in fig. 6 to 12, the upper anchor plate and the lower anchor plate in the present invention all include a body, the body includes panel 110, otic placode 111 and tenon 112, eight otic placodes 111 are welded on the outside end face of panel 110, otic placode 111 is vertically arranged, and every two are a set of, a high shear resistant beret 21 is fixed between two otic placodes 111 of every group, a fixing pin hole is provided on each otic placode 111, tenon 112 is welded on the inside face of panel 110.

The panel 110 is provided with a plurality of fixing holes 114, the panel 110 is installed behind the pier shaft formwork, the inner and outer side surfaces of the panel 110 are correspondingly flush with the inner and outer side surfaces of the pier shaft formwork, the counter-pull screw 12 penetrates through the fixing holes 114, and the tenon 112 is tightly combined with the pier shaft concrete after the concrete is poured in the pier shaft formwork. For ease of removal, the length of the tenon 112 is less than 40 mm.

The upper anchor plate and the lower anchor plate are processed and produced by a professional steel structure processing factory according to drawings, and steel plates used by the anchor plates are all made of Q345b materials. And (5) before blanking, all steel plates are sent to a qualified detection mechanism for raw material inspection. Various parts are subjected to numerical control automatic cutting blanking, pin holes are machined on a boring machine, the diameter of each pin hole is ensured to be 50mm, and the error is less than or equal to 0.5 mm. And various parts are firmly welded by adopting carbon dioxide gas shielded welding.

During the whole physical examination and check, the size and the plane position of the opening are mainly checked so as to ensure that the large surface of the pier body in contact with the opening is flat and the corners are free of burrs. And the lug plates and the tenons of the anchor plates are firmly welded with the anchor face steel plate, the width and the length of the welding line and the quality defects of visible cracks, undercut and the like are inspected at the repeated points, and meanwhile, ultrasonic flaw detection is carried out on all the welding lines.

As shown in fig. 13, the high shear resistant beret 21 includes an upper chord 211, a lower chord 212, a vertical rod 213 and web members 214, the upper chord 211 and the lower chord 212 are parallel to each other, a plurality of web members 214 are vertically welded between the upper chord 211 and the lower chord 212, a plurality of obliquely arranged web members 214 are welded between the upper chord 211 and the vertical rod 213 and between the lower chord 212 and the vertical rod 213, and two ends of the upper chord 211 and two ends of the lower chord 212 are respectively provided with a locking notch 215 for inserting a beret pin.

the vertical rods and the web members in the high shear-resistant Bailey sheets 21 are formed by assembling and welding hollow square steel with the thickness of 5 × 60 multiplied by 80mm, the materials of the chord members and the web members are Q345C, each node in the single high shear-resistant Bailey sheets 21, the weight of 353 kg. and the high shear-resistant Bailey sheets 21 is welded by a T505X type special welding rod, and the yield strength of the chord members is

Allowable stress of 345MPa

]=276MPa, chord allowable pressure [ N [ ] ]=528KN, single truss unit allowed shear QH =348KN, allowed bending moment [ M [ ] ]=1127

。

The utility model overcomes installation of traditional shaped steel bracket, pre-compaction difficulty, material loss are big, only can once use, stand the shortcoming of selling. Choose the novel high bailey bracket that shears of assembled for use, its support system atress is clear and definite, and the security is high, can satisfy the needs of 0# piece construction, can regard as the construction platform of hanging basket chassis installation again after lengthening, labour saving and time saving, the expense is lower relatively, and economic benefits is good.

The utility model discloses traditional triangle-shaped steel bracket is replaced to high beiLei bracket that shears, make full use of the material characteristic of manganese steel that excels in has improved the bulk rigidity of structure, furthest has reduced bracket deformation in the safe construction of guarantee 0# piece bracket, has avoided because of the concrete fracture that bracket structural strength is low, the deformation amount of deflection leads to greatly, and then has guaranteed engineering entity quality.

The utility model replaces the conventional floor bracket, and solves the construction problems of high piers and water operation; through pre-buried, to drawing steel member pin joint bailey piece, the bracket installation is more swift, has reduced a large amount of weldment work. In addition, the high-shear-resistance Bailey sheet is a factory-processed and shaped product, is convenient for subsequent turnover utilization, has small material loss and saves cost.

The utility model discloses a high shearing Bailey piece is big because of its cantilever rigidity, and the tenon of inserting extension Bailey in the front end binaural connects and install flat, mullion and contact crossbeam, face the limit and enclose and protect the construction platform that can form string basket chassis dress, unload. The bailey and counter-tension prestressed thick steel bars of the bracket can be repeatedly put into subsequent temporary structure construction as load-bearing and tensile members after being disassembled.

The prepressing of the No. 0 construction support conventionally adopts surcharge preloading, the loaded objects are generally water tanks and soil bags, and the phenomena of complicated and slow loading process, resource waste and the like generally exist during the step loading. The utility model discloses a hydraulic oil top pushes away mound top back pressure bailey group then can show and simplify the loading process, plays the pre-compaction effect equally. The conventional preloading requires a large amount of soil bags to be organized, the water tank is loaded and unloaded in a grading manner, the loading and unloading workload is large, and the preloading period is generally as long as about 10 days. The hydraulic oil top + Bailey group back pressure prepressing rule only needs to prepare a hydraulic oil top and an oil pump, prestress thick steel bars and back pressure carrying pole beams, and the prepressing work of 2T-structure Bailey brackets can be completed simultaneously and accurately only in a half-day time from preparation to unloading and dismantling, so that the prepressing period is greatly shortened.

The utility model is suitable for a construction of 0# piece of all kinds of cantilever pouring girder bridge especially has extensive suitability under the circumstances such as high mound, operation on water or the topography is precipitous, the ground is weak, construction period is tight, pre-compaction resource is deficient.

The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, several modifications can be made without departing from the principle of the present invention, and these modifications should also be regarded as the protection scope of the present invention.

Claims (5)

1. The utility model provides a novel assembled bailey bracket that shears highly, the bailey bracket that shears highly is fixed in on the concrete pier, its characterized in that: comprises an anchor plate (11), counter-pull screw rods (12), high-shear-resistance Bailey sheets (21), a cross beam (31), longitudinal beams (32) and a bottom die (41), wherein a plurality of counter-pull screw rods (12) form a group of screw rod fixing bodies which are pre-embedded in concrete of a pier body, the tail ends of two sides of each group of screw rod fixing bodies extend out of the outer side of the pier body, two ends of each group of screw fixing bodies are respectively fixed with an anchor plate (11), four high shear-resistant Bailey sheets (21) are arranged in parallel to form a Bailey group (2), the Bailey group (2) is vertically arranged at the outer side of the pier body, and the upper end and the lower end of each Bailey group (2) are correspondingly and fixedly connected with an anchor plate (11), the cross beam (31) and the longitudinal beam (32) are fixedly connected on the upper end surface of the Bailey group (2), the longitudinal beams (32) are obliquely arranged, and the bottom die (41) is fixed on the longitudinal beams (32).

2. The novel fabricated high shear bailey bracket of claim 1, wherein: anchor plate (11) include anchor plate and lower anchor plate, it all includes a body with lower anchor plate to go up anchor plate, the body includes panel (110), otic placode (111) and tenon (112), welds eight otic placodes (111) on the outside terminal surface of panel (110), and otic placode (111) are vertical to be set up, and per two is a set of, fixes a high shearing bailey piece (21) between two otic placodes (111) of every group, is equipped with fixed pinhole on every otic placode (111), and tenon (112) welding is on the medial surface of panel (110).

3. The novel fabricated high shear bailey bracket of claim 2, wherein: the panel (110) is provided with a plurality of fixing holes (114), the counter-pull screw rods (12) penetrate through the fixing holes (114), the tenons (112) are embedded in concrete of the pier body and are fastened and formed with the pier body, and the length of the tenons (112) is smaller than 40 mm.

4. The novel fabricated high shear bailey bracket of claim 1, wherein: high shear bailey piece (21) include upper chord (211), lower chord (212), montant (213) and web member (214), upper chord (211) and lower chord (212) parallel arrangement each other, a plurality of web members (214) are vertical to be welded between upper chord (211) and lower chord (212), all weld web member (214) that a plurality of slopes were arranged between upper chord (211) and montant (213) and between lower chord (212) and montant (213), all be equipped with fore-shaft (215) that are used for pegging graft bailey round pin at the both ends of upper chord (211) and the both ends of lower chord (212).

5. The novel fabricated high shear bailey bracket of claim 1, wherein: the welding of crossbeam (31) top has and has filled up roof beam (34) and voussoir (35), and longeron (32) correspond welds on filling up roof beam (34) and voussoir (35), fills up roof beam (34) and voussoir (35) and makes longeron (32) slope setting.

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