CN201187039Y - Self-balance loading temporary anchoring device between main beam and platform - Google Patents

Abstract

The utility model discloses a self-balancing load temporary anchor device between a girder and a bearing platform. The self-balancing load temporary anchor device comprises an anchor pile connected between a beam and the bearing platform; a prestressing rod is arranged inside and/or outside the anchor pile; one end of the prestressing rod is connected with the bearing platform; and the other end of the prestressing rod is connected with the beam. The self-balancing load temporary anchor device makes use of the characteristics of prestressing rods, in particular of finish milled reinforced bars, such as high strength and small deformation, to resist the repeated load during the construction of suspended splicing of girders, and makes use of pretension to eliminate the plastic deformation and partial elastic deformation of anchor piles, which solves the problem of large deformation of a support caused by large pull and compression load during the construction of suspended splicing of steel box girders. The device is simple in structure; and the construction cost is low.

Description

Self-balancing loads the anchoring temporarily device between girder and the cushion cap

Technical field

The utility model belongs to the two rope face steel box girder bridge beam construction technologies of double tower, is specifically related to realize between a kind of beam section and the cushion cap device of anchoring.

Background technology

The girder of the two rope face steel box girder bridge beams of double tower adopts separate type steel case beam, connect with gooseneck between up-downgoing two width of cloth, wherein lower king-post strut is " people " the font structure, in, upper king-post strut is single pillar structure, solely post part king-post passes from the middle neutral of steel case beam up-downgoing two width of cloth, extends to the cat head peak always.Mutual alignment between the existence of single pillar structure and the tower beam, decision No. zero piece beam section can only be anchored on the falsework, falsework is taken root in the cushion cap end face, the distance of cushion cap end face and cradle top surface reaches 56m, the powerful tension and compression load that produces in the steel case beam cantilever work progress causes deformation of timbering very big, the anchorage style and the device that adopt between existing cushion cap and the beam section can't satisfy the requirement of steel case beam cantilever construction precision.

Summary of the invention

The purpose of this utility model is to provide self-balancing loading anchoring temporarily device between a kind of girder and the cushion cap, to address the above problem.

The technical solution of the utility model is: self-balancing loads the anchoring temporarily device between girder and the cushion cap, it comprises the anchoring pile that is connected between beam section and the cushion cap, described anchoring pile is interior and/or be provided with the prestressing force bar outward, and an end of prestressing force bar connects cushion cap, and the other end of prestressing force bar connects crossbeam.

The utility model utilizes the prestressing force bar particularly to utilize smart indented bars intensity height, the little characteristic of distortion of pricking, resist the effect of reloading in the girder cantilever work progress, utilize pretension to eliminate distortion of anchoring pile retrospective and part elastic deformation, well solved the powerful tension and compression load that produces in the steel case beam cantilever work progress and caused the very big problem of deformation of timbering.Described apparatus structure is simple, and construction cost is low.

Description of drawings

Self-balancing loads the temporary anchoring structure schematic diagram between Fig. 1 girder and the cushion cap.

A place enlarged drawing among Fig. 2 Fig. 1.

D-D cross-sectional schematic among Fig. 3 Fig. 2.

B place enlarged drawing among Fig. 4 Fig. 1.

E-E cross-sectional schematic among Fig. 5 Fig. 3.

The specific embodiment

As shown in Figure 1, connect anchoring pile 2 on the cushion cap 1, anchoring pile 2 upper ends connect crossbeam 3.Present embodiment anchoring pile 2 adopts steel pipe pile.Connect flat multi pack between the anchoring pile 2 and put 4.It is 4 identical with existing structure that flat multi pack is put, and no longer this type of states its structure.Be provided with prestressing force bar 5 in the anchoring pile 2, an end of prestressing force bar 5 is connected with cushion cap 1, and the other end is connected with crossbeam 3.Prestressing force bar 5 adopts finish rolling deformed bar in the present embodiment.

The syndeton of cushion cap 1 and finish rolling deformed bar 5 as shown in Figure 4, finish rolling deformed bar 5 lower ends connect anchor slab 6, are provided with stiffener 7 around the anchor slab 6.Anchor slab 6, stiffener 7 and finish rolling deformed bar 5 bottoms are in advance in cushion cap 1.Connect backing plate 8 on the cushion cap 1, backing plate 8 is fixed on the cushion cap 1 by screw thread and reinforcing bar 9.Finish rolling deformed bar 5 passes backing plate 8 and is connected on the cushion cap 1 by ground tackle 10.Ground tackle 10 can be nut.Anchoring pile 2 is connected with backing plate 8, can adopt welding.Finish rolling deformed bar 5 is located in the anchoring pile 2 (Fig. 5) along circumference in the present embodiment.Establish on anchoring pile 2 sidewalls and strengthen gusset 10 and backing plate 8 welding.

The syndeton of crossbeam 3 and finish rolling deformed bar 5 as shown in Figure 2, connect anchor slab 11 on the crossbeam 3, finish rolling deformed bar 5 passes crossbeam 3 and applies pre-applied force with anchor slab 11 by ground tackle 12 make it to be connected with crossbeam 3 (offer the hole on the anchor slab 11, finish rolling deformed bar 5 passes) from the hole, and ground tackle 12 adopts nuts.Connect spreading steel pipe pile 13 on the anchor slab 11, finish rolling deformed bar 5 is located at spreading steel pipe pile 13 (Fig. 3) along circumference, and spreading steel pipe pile 13 covers concrete mortar 14, will be applied with prestressed finish rolling deformed bar 5 and ground tackle 12 in advance in concrete mortar 14.The spreading steel pipe pile 13 outer reinforcing rib plates 15 that are provided with weld with anchor slab 11.

During bearing platform construction, prestressing force bar finish rolling deformed bar 5 and anchor slab 6 are connected by nut, after anchor slab 6 covers stiffener 7, carry out prefabricatedly, backing plate 8 is passed the finish rolling deformed bar that exposes 5 and connect, utilize screw thread and reinforcing bar 9 that backing plate 8 is connected on the cushion cap again with ground tackle 10 nuts; With steel pipe pile 2 and backing plate 8 welding; Smart indented bars and the anchoring pile pricked of spreading is after the anchoring pile spreading puts in place; With essence prick indented bars 5 pass crossbeam 3 and on anchor slab 11, cover concrete mortar 14 after applying prestressing force by ground tackle 12 nuts, finish construction.

Prestressing force applies operating principle: its principle derives from hooke theorem, promptly

$p=\frac{E.A}{L}\·\mathrm{\Δl},$ P is a payload values; E is a modulus of elasticity; A is a section area; L is a rod member length; Δ L is a deformation values; If A1 is the prestressed reinforcement section area; A2 is the steel tube section area; E is the steel modulus of elasticity; L is anchoring strut length (prestressed reinforcement and steel pipe is approximate isometric); Δ L1 is the prestressed reinforcement elongation; Δ L2 is the steel pipe decrement; P0 is initial pre-axial force;

Then to prestressed reinforcement: $p0=\frac{E.A1}{L}\·\mathrm{\Δl}1$ (P0 is a pulling force);

To steel pipe pile: $p0=\frac{E.A2}{L}\·\mathrm{\Δl}2$ (P0 is a pressure)

By last two formulas as can be known, when not considering the direction of power, can get A1 Δ L1=A2 Δ L2 (1)

If Δ L is subjected to the external force P (deformation values behind the p＜=p0) for the anchoring column;

Then $P=\frac{E.A1}{L}(\mathrm{\ΔL}1\±\mathrm{\ΔL})-\frac{E.A2}{L}\left(\mathrm{\ΔL}2\mathrm{\μ\ΔL}\right)$ (as P during for upwards pulling force, the presstressed reinforcing steel total elongation increases, the front bracket gets+number, steel pipe elongation total elongation reduces, get-number, otherwise when P when being downward pressure then), promptly $\frac{\mathrm{PL}}{E}=A1\mathrm{\ΔL}1\±A1\mathrm{\ΔL}-A2\mathrm{\ΔL}2\±A2\mathrm{\ΔL}---\left(2\right)$

With (1) formula substitution (2) formula, $\mathrm{\ΔL}=\frac{\mathrm{PL}}{E(A1+A2)}$ Promptly by prestressing force bar and the common vertical anchoring system of forming of steel pipe pile, under pre-responsive to axial force, not only eliminated the initial deformation of structure, and no matter anchoring steel pipe system is under the situation that is subjected to pulling force or pressure, presstressed reinforcing steel and steel pipe post by automatic synchronization distortion carry out internal force heavily distribute to make distortion all less than With Realize that self-balancing loads anchor between beam section and the cushion cap.

Claims (10)

1, self-balancing loads the anchoring temporarily device between a kind of girder and the cushion cap, it comprises the anchoring pile that is connected between beam section and the cushion cap, it is characterized in that described anchoring pile is interior and/or be provided with the prestressing force bar outward, an end of prestressing force bar connects cushion cap, and the other end of prestressing force bar connects crossbeam.

2, according to claim 1 between girder and the cushion cap self-balancing load the anchoring temporarily device, it is characterized in that the prestressing force bar with the syndeton of cushion cap is: prestressing force bar one end is connected anchor slab and backing plate at interval, and in cushion cap, backing plate is connected with cushion cap anchor slab in advance.

3, load the anchoring temporarily device as self-balancing between girder as described in the claim 2 and the cushion cap, it is characterized in that anchoring pile is connected with backing plate.

4, according to claim 1 between girder and the cushion cap self-balancing load the anchoring temporarily device, the spy is characterized in that the prestressing force bar with the structure of crossbeam is: the prestressing force bar passes crossbeam and is applied pre-applied force and be connected crossbeam by anchoring piece.

5, load the anchoring temporarily device as self-balancing between girder as described in the claim 4 and the cushion cap, the spy is characterized in that crossbeam connects anchor slab, and the prestressing force bar passes crossbeam and anchor slab is connected with anchoring piece.

6, load the anchoring temporarily device as self-balancing between girder as described in claim 4 or 5 and the cushion cap, the spy is characterized in that anchoring piece is in advance in concrete mortar.

7, as claimed in claim 1 or 2 between girder and the cushion cap self-balancing load the anchoring temporarily device, the spy it is characterized in that anchor slab in the cushion cap around be shaped on stiffener in advance.

8, load the anchoring temporarily device as self-balancing between girder as described in claim 1 or 2 or 4 or 5 and the cushion cap, the spy is characterized in that the prestressing force bar is connected to form by reinforcing bar.

9, load the anchoring temporarily device as self-balancing between arbitrary girder as described in the claim 1～5 and the cushion cap, the spy is characterized in that anchoring pile top and/or bottom are provided with the reinforcement gusset.

10, according to claim 1 between girder and the cushion cap self-balancing load the anchoring temporarily device, the spy is characterized in that flat multi pack is put connection between the anchoring pile.

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