CN215800924U - High-altitude in-situ cast-in-situ bridge - Google Patents

Abstract

The utility model discloses an overhead in-situ cast-in-situ bridge, which comprises a continuous rigid frame section and a simply supported box girder section, wherein the simply supported box girder section is connected with the continuous rigid frame section, the suspension height of the continuous rigid frame section is greater than that of the simply supported box girder section, the continuous rigid frame section comprises a plurality of high piers, the high piers are vertically arranged on the ground through a bearing platform, triangular brackets are symmetrically arranged on the two transverse sides of the top of each high pier, and a Bailey beam is arranged on the triangular bracket of the adjacent high pier. The utility model has the beneficial effects that: the combined system of the tripod and the large-span Bailey beam is adopted, the cast-in-place construction difficulty of the high pier with the length of 53.5 meters and the large-span continuous rigid frame bridge with the length of 32 meters is successfully solved, the stress characteristics of the tripod are ingeniously combined, the support frame system is simple in structure, reasonable in stress, clear in force transmission path, good in welding quality of the support frame, convenient to install and detach, safe to operate by workers, the middle high pier is omitted, safety is guaranteed, and cost is greatly saved.

Description

High-altitude in-situ cast-in-situ bridge

Technical Field

The utility model relates to the field of overhead bridge erection, in particular to an overhead in-situ cast-in-situ bridge.

Background

A vehicle test line is constructed for a Chongqing rail transit No. 6 line branch line second-stage Caojiawan vehicle section (high-span section bridge projects are positioned at east and west ends of the north side of a vehicle section plot, wherein the vehicle test line (high-span section) spans a valley (black ditch) between two hills from east to west, the landform is a structure denudation shallow-hill valley landform, most of the landform is cultivated land, the relief of the landform is large, the height of the existing land is 234.81-302.42 m, the relative height difference is 67.6m, the slope angle of the valley land section is 3-10 degrees, the slope land section terrain is 20-30 degrees, and the local cliff can reach 60 degrees. The difficulty of construction and transportation of the site is high.

The highest construction time of the ZC5-ZC8 continuous rigid frame box girder is 55.5m, the movable formwork is originally designed and considered, but the movable formwork is difficult to mount at high altitude and the new purchasing (or leasing) cost is high; the full-space support or the beam column type support is adopted, but the bridge is positioned in a mountain slope steep slope section, the building height is higher (more than 40 meters and exceeds the standard requirement), the foundation treatment cost is high, the construction period is long, the height-width ratio of the support exceeds the standard, the integral stability is poor, and certain safety risk exists; the steel tube upright post and Bailey beam support mode is adopted, double-layer Bailey beams are adopted in the span of more than 24 m, the Bailey beams are high in high-altitude installation safety risk and difficult to install; the single-layer Bailey beam is adopted, and because the deflection exceeds the standard, a middle upright post must be added, the project is positioned in a steep slope section, the foundation treatment cost is high, the stability of the upright post is poor by more than 40 meters, the construction risk is high, and the cost of the reinforcing measure of the ultrahigh steel pipe upright post is high.

Therefore, the erection mode of the continuous rigid frame box girder for the current high-altitude operation cannot meet the requirement, and the long-term research and demonstration of the utility model provides a combination system of a triangular bracket and a Bailey beam bracket, thereby meeting the construction of a high-altitude in-situ cast-in-place bridge.

SUMMERY OF THE UTILITY MODEL

The utility model aims to overcome the defects of the prior art and provide an overhead in-situ cast-in-situ bridge.

The purpose of the utility model is realized by the following technical scheme: cast-in-place bridge in high altitude, including continuous rigid frame section and simple box girder segment, simple box girder segment is connected with continuous rigid frame section, and the unsettled height of continuous rigid frame section is greater than the unsettled height of simple box girder segment, and continuous rigid frame section includes a plurality of high pier studs, and high pier stud passes through the vertical installation of cushion cap subaerial, and the triangle bracket is installed to the horizontal bilateral symmetry at high pier stud top, and installs the bailey roof beam on the triangle bracket of adjacent high pier stud.

Preferably, the tripod includes a plurality of vertically spaced distribution's tripod, the tripod is including erecting the frame, crossbearer and sloping, the girder steel that corresponds with the tripod is transversely buried underground at the top of high pier stud, and the girder steel protrusion of high pier stud, the I-beam that corresponds with the tripod still transversely has been buried underground at the top of high pier stud, the I-beam is located the below that corresponds the girder steel in channel, it has a support longeron to support on the I-beam, it has the crossbearer to articulate through the articulated shaft on the girder steel in channel, the vertical welding of the one end that is close to high pier stud on the crossbearer has the erector, the bottom welding of erector is on supporting the longeron, the one end of sloping is connected with the other end of crossbearer, the other end of sloping is connected with the bottom of erecting the frame.

Preferably, a support mounting plate is further vertically embedded at the top of the high pier stud, the support mounting plates are distributed in a matrix mode, triangular supports are mounted on the support mounting plates which vertically correspond to each other, the triangular supports are vertically cantilevered, and the plurality of triangular supports and the triangular supports support the Bailey beams.

Preferably, the four side walls of the high pier stud are also embedded with platform mounting plates distributed in a matrix manner, the platform mounting plates are located below the I-beam, and the high pier stud is provided with an annular operating platform through the platform mounting plates.

Preferably, the crab-bolt has transversely been buried underground at the top of high pier stud, and the outstanding lateral wall of high pier stud in both ends of crab-bolt, and articulated seat is all installed at the both ends of crab-bolt, and articulated seat is located the top of channel steel roof beam, and articulated on the articulated seat have a diagonal draw bar, the other end of diagonal draw bar and the triangle bracket connection that corresponds.

Preferably, the channel steel beam comprises two oppositely arranged channel steels, the cross frame comprises two I-shaped steels, the two channel steels are located between the two I-shaped steels, and the two channel steels are hinged with the two I-shaped steels through a hinge shaft.

Preferably, a reinforcing steel plate a is welded to the outer side of the I-shaped steel, and a reinforcing steel plate b is welded to the inner side of the channel steel.

The utility model has the following advantages:

1. by adopting the tripod and long-span Bailey beam combination system, the cast-in-place construction difficulty of 53.5 m high piers and 32 m long-span continuous rigid frame bridges is successfully solved. Local standard ' cast-in-place concrete bridge beam column template support frame safety technical specification ' DBJ50-112 supple one's 2016 in Chongqing city suggests that the span of a Bailey beam is controlled within 15m, the project ingeniously combines the stress characteristics of a tripod, and utilizes the horizontal length of the tripod to be 4 m and the Bailey beams with the two sides being 8 m +24 m =32 m, so that the whole span reaches 32 m, the support system is simple in structure, reasonable in stress, clear in force transmission path, the maximum deformation in the span meets the specification requirements, the support is good in welding quality, convenient to install and detach, and safe to operate by workers.

2. The arrangement of middle high buttresses is omitted, safety is guaranteed, cost is greatly saved, one buttress is arranged at intervals of more than 10 meters according to the general method for erecting the traditional Bailey beam support, in the embodiment, at least 6 buttresses need to be arranged for 3 spans, the height of each buttress is 50 meters and is close to the limit value (50 m) specified by the specification, and the arrangement of the buttresses has the advantages of large material consumption, large welding amount of workers, large high altitude danger of the workers and high basic processing cost. The cost of 6 buttresses can reach 90 ten thousand according to the cost of 15 ten thousand of each buttress. Therefore, the buttress is omitted, the cost is saved, and the safety is greatly improved.

3. The triangular bracket, the triangular support and the operating platform are all preprocessed in factories, assembled and welded on site, and the quality and the safety are greatly improved.

4. The tripod is bolted with the high pier stud through the articulated shaft, so that high-altitude welding or high-strength bolt connection is avoided, and the device is very simple and convenient. Aiming at the problem of national or local standard that the tolerance of the steel rod and the pre-buried hole has no reference, the technical personnel of the department consults relevant units and experts, and controls and implements the operation according to the tolerance standard 2mm between the steel box girder and the suspender of the existing large-span suspension bridge, thereby not only ensuring the feasibility of bolting installation, but also ensuring the reliability of stress of the bracket.

5. A middle-span buttress and a buttress foundation are omitted in the triangular bracket system, and the construction period is saved by at least 2 months. The bailey beam can be synchronously assembled while the triangular frame is processed in a factory. The machined tripod is connected with the piers through bolting, and each pier can be completed in half a day at least 2-3 days faster than high-altitude welding.

6. The triangular support is symmetrically arranged in the embodiment, left and right balance is kept, and when concrete is poured, pier deformation monitoring is enhanced according to left and right symmetry and uniform loading, and the structure safety is guaranteed.

Drawings

FIG. 1 is a schematic structural view of the present invention;

FIG. 2 is a schematic view of the mounting of the tripod bracket;

FIG. 3 is a schematic view of the installation of the operation platform;

FIG. 4 is a schematic structural view of a diagonal member;

FIG. 5 is a schematic view showing the hinge connection between the channel steel beam and the cross frame;

FIG. 6 is a schematic view of the burying of channel beams and I-beams;

in the figure, 1-continuous rigid frame section, 2-simple box girder section, 11-high pier stud, 12-triangular bracket, 13-Bailey beam, 14-bearing platform, 15-low pier stud, 121-vertical frame, 122-inclined frame, 123-cross frame, 124-articulated shaft, 125-operation platform, 126-I beam, 127-support longitudinal beam, 128-diagonal draw bar, 129-articulated seat, 130-anchor bolt, 131-channel steel beam, 132-bracket mounting plate, 133-platform mounting plate, 141-I beam and 142-reinforced steel plate a and 143-reinforced steel plate b.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings of the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.

Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the utility model, as claimed, but is merely representative of selected embodiments of the utility model. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.

In addition, the embodiments of the present invention and the features of the embodiments may be combined with each other without conflict.

It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.

In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or orientations or positional relationships that are conventionally placed when the products of the present invention are used, or orientations or positional relationships that are conventionally understood by those skilled in the art, and are used only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the device or element that is referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance.

In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly and may, for example, be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.

As shown in figure 1, the high-altitude in-situ cast-in-situ bridge comprises a continuous rigid frame section 1 and a simply supported box girder section 2, wherein the simply supported box girder section 2 is connected with the continuous rigid frame section 1, the suspension height of the continuous rigid frame section 1 is greater than that of the simply supported box girder section 2, in the embodiment, the overhead in-situ cast-in-situ bridge has 9 piers, the pier numbers of ZC0-ZC 8, wherein ZC0-ZC5 is a simply supported box girder section 2, ZC5-ZC8 is a continuous rigid frame section 1, the continuous rigid frame section comprises a plurality of high piers 11, the high piers 11 are vertically arranged on the ground through a bearing platform 14, triangular brackets 12 are symmetrically arranged on the two transverse sides of the top of each high pier 11, and the triangular brackets 12 of the adjacent high piers 11 are provided with the Bailey beams 13, all Bailey sheets used by the Bailey beams 13 are reinforced, the Bailey beams 13 are single-layer double-row or three-row, and the actual span is controlled within 24 meters so as to ensure that the disturbance degree of the Bailey beam 13 meets the requirement.

As shown in fig. 2 and 3, in order to solve the problems of superelevation of the steel pipe column and span control of the bery beam 13 not more than 24 m, in the present embodiment, a triangular bracket 12 is installed on a bridge pier of ZC6 and ZC7, the triangular bracket 12 includes a plurality of vertically spaced triangular brackets, preferably eight triangular brackets, each triangular bracket includes a vertical frame 121, a horizontal frame 123 and an inclined frame 122, a channel steel beam 131 corresponding to the triangular bracket 12 is transversely embedded in the top of the tall pier 11, the channel steel beam 131 protrudes out of the tall pier 11, an i-beam 126 corresponding to the triangular bracket 12 is also transversely embedded in the top of the tall pier 11, the i-beam 126 is located below the corresponding channel steel beam 131, a support longitudinal beam 127 is supported on the i-beam 126, the horizontal frame 123 is hinged to the channel steel beam 124, the vertical frame 121 is vertically welded to one end of the horizontal frame 123 close to the tall pier 11, the bottom of the vertical frame longitudinal beam 127 is welded to the support longitudinal beam 121, one end of the inclined frame 122 is connected to the other end of the horizontal frame 123, the other end of the oblique frame 122 is connected with the bottom of the vertical frame 121, further, a support mounting plate 132 is longitudinally embedded at the top of the high pier stud 11, the support mounting plates 132 are distributed in a matrix shape, triangular supports are mounted on the support mounting plates 132 corresponding to the upper part and the lower part, the triangular supports are longitudinally cantilevered, a plurality of triangular supports and triangular supports support the bailey beam 13, in the embodiment, the triangular support 12 is 4.3 meters in cantilever length and 4.3 meters in vertical height and is formed by welding I45C type I steel, each side of the cantilever is welded with 2I45C type I steel to form a triangle, each group is 2, 4 groups on each side of each stud are arranged along the bridge direction, the triangular supports are 2.2 meters in cantilever length and 2.2 meters in vertical height and are welded by using 45C type I steel, each side of the cantilever is welded with 2I45C type I steel to form a triangle, each group is 2 groups of each side of each stud is arranged along the bridge direction.

In order to install, remove the tripod, the triangular support is convenient, also bury the platform mounting plate 133 that is distributed in matrix on the four sidewalls of the high pier stud 11, the platform mounting plate 133 is located below the I-beam 126, install the cyclic annular operation platform 125 on the high pier stud 11 through the platform mounting plate 133, each side of the operation platform 125 is picked out 1.4 meters by the side of the column, the steel platform is by I25I-steel welding triangular frame, the platform surface spreads the wooden springboard fully, the periphery sets up 1.5 meters high steel pipe guardrail, etc..

In the pouring process of pier column concrete, reserving and pre-embedding work is carried out according to the elevation of a support and the drawing size, 4 groups of I-beams 126 are arranged, the I-beams are pre-embedded together with the concrete during the construction of the pier column, and the two ends of each I-beam extend out of the concrete surface by 500 mm; the upper part is reserved with 4 holes for installing the channel steel beam 131, and the reserved holes are firstly used for installing and then penetrating the channel steel beam 131; as shown in fig. 6, before the triangular bracket is installed, a-20 × 460 × 590 steel plate pre-embedded in the pier column is used as the bracket installation plate 132; before the operation platform 125 is installed, an embedded-20 x 300 x 400 steel plate is used as the platform installation plate 133, the triangular bracket is welded and formed on the bracket installation plate 132 on site when being installed, and the operation platform 125 is welded and formed on the platform installation plate 133 on site when being installed.

The mounting sequence of the triangular bracket 12 is as follows: the channel steel beams 131 penetrate through the preformed holes, the I-beams 126 are installed after the channel steel beams 131 are firmly fixed, the tripods are hoisted in groups after the I-beams 126 are installed, one end of the cross frame 123 is hinged to the corresponding channel steel beam 131 through a steel rod, the bottom of the vertical frame 121 is welded to the corresponding I-beam 126 firmly, and the triangular brackets 12 in the same group at two sides of the high pier stud 11 are installed correspondingly during installation.

The mounting mode of the triangular support is as follows: after the semi-finished products of the triangular supports and the operating platform 125 are transported to the site, the semi-finished products are hoisted by a tower crane, wherein the triangular supports are welded with the support mounting plates 132, the operating platform 125 is welded with the platform mounting plates 133, and the welding line is required to be fully welded and not less than 12mm in height.

As shown in fig. 4, an anchor bolt 130 is transversely embedded in the top of the high pier stud 11, two ends of the anchor bolt 130 protrude out of the side wall of the high pier stud 11, two ends of the anchor bolt 130 are respectively provided with a hinge seat 129, the hinge seats 129 are located above the channel steel beam 131, the hinge seats 129 are hinged with a diagonal draw bar 128, and the other end of the diagonal draw bar 128 is connected with the corresponding triangular bracket 12 to enhance the stability and safety of the triangular bracket 12.

In this embodiment, as shown in fig. 5, the channel steel beam 131 includes two channel steels disposed oppositely, the cross frame 123 includes two i-beams 141, the two channel steels are located between the two i-beams 141, and the two channel steels are hinged to the two i-beams 141 through the hinge shaft 124, the reinforcing steel plate a142 is welded on the outer side of the i-beam 141, the reinforcing steel plate b143 is welded on the inner side of the channel steel, and the reinforcing steel plate a142 and the reinforcing steel plate b143 can increase the local shear resistance, so as to improve the structural strength of the tripod 12.

In this embodiment, the box girder support bailey beam 13 adopts a single-layer reinforced bailey frame body, the web plate below adopts three rows, the rest are double rows, the flower stands are connected, each layer is provided with transverse I20I-shaped steel to be connected into a whole, the distance is 6m, and slippage is prevented. The beam is arranged on the top of the Bailey beam 13, I16I-steel is adopted as the beam, the distance along the bridge direction is 0.9m, and the net is hung at the bottom of the Bailey beam 13 to prevent sundries from falling. Pergola and connecting piece should be in time installed in the installation of beiLei beam 13, prevent to topple.

After the Bailey beams 13 are pre-pressed to be qualified, the Bailey beams 13 are split into pieces, each group of Bailey beams 13 is 7-8T in weight, the split Bailey beams 13 are hoisted to a platform which is erected in advance by adopting a truck crane, the hoisting process of the Bailey beams 13 is prepared, before the beam body is installed, a measurer firstly discharges the central line of the support and the installation side line of the beam body, and the marking is clear by using ink lines, a technician can mark the beam body according to the designed elevation, and (2) retesting the elevation of the top surface of the temporary support, after confirming that the elevation meets the design and specification requirements, carrying out Bailey beam 13 erection operation, preparing small tools such as riggings, hemp ropes, steel wire ropes, sleepers, snap rings, rubber skins and the like corresponding to the hanging beam, selecting and using 20-meter double strands of steel wire ropes with the diameter of 25 millimeters, and according to the technical parameters of GB1102-74, the single-strand breaking tension of the steel wire ropes with the diameter of 25 millimeters is 31.2 tons, and the double-strand use reaches 62.4 tons and exceeds the safety factor of more than 6 times. Before the formal hanging beam, the two cranes are carried out the retry hanging of static load and dynamic load, the weight of the retry hanging of static load is 1.2 times of the design amount, the weight of the retry hanging of dynamic load is 1.1 times of the design amount, and the cranes can be used after the good operation of all parts of the cranes is checked. The number of the Bailey beams 13 is arranged before the Bailey beams 13 are erected, the Bailey beams 13 are No. 1, 2, 3, 4, 5, 6 and 7 … beams from right to left (from inside to outside) in the advancing direction of erection, and the Bailey beams 13 are No. 1, 2, 3, 4, 5, 6 and 7 … in the sequence. And after a hoisting signal is given, the crane lifts and moves transversely at a uniform speed, each Bailey beam 13 is hoisted for about 30 minutes, and the wind power in the same day is within three levels during hoisting. The direction control of the Bailey beam 13 is traction-controlled on the ground by a rope when the beam is hung and moved, the rotation is prevented, the influence on the erected steel pipe column is prevented, the Bailey beam 13 is hung to the position of a cross beam at the top of a steel pipe support by a crane, the beam falls under the command of an operator, and the falling position is ensured to be accurate by manual cooperation of the falling beam. The left side and the right side of the beam line are provided with angle steel limiters, so that accidents caused by the fact that the beam body exceeds a movable range in the beam moving process are prevented.

The gap between two ends of the Bailey beam 13 and the pier body is formed by vertically arranging I16I-shaped steel on an I45 cross beam, the top of the I16I-shaped steel is flush with the pier top, the longitudinal I16I-shaped steel is erected on the I-shaped steel, and the joint is reinforced by angle steel to form a whole.

And after the Bailey beam 13 is installed, installing a top plate bracket and installing a bottom die, a side die and an inner die of the box beam, and then pouring concrete into the box beam, wherein the concrete of the box beam is poured twice. And pouring the bottom plate and the web plate for the first time, wherein the working seam is arranged at the height of the variable cross section of the web plate. And (3) removing the web plate model after the strength of the concrete is more than or equal to 5Mpa, galling the working seam according to the standard requirement, cleaning, installing a top plate internal mold and binding top plate steel bars. Before the top plate concrete is poured, 1:2 cement mortar with the thickness of 10-20 mm is paved on the working seam, and then the top plate and the wing plate concrete of the box girder are poured for the second time. When the box chamber top plate template is erected, a skylight (with the size of 1.0 x 1.2m) is reserved at the approximate middle position of each box chamber top plate and is used for personnel to enter and exit and template material to be transported out, and the top plate steel ribs are broken in a staggered mode; when the skylight is sealed, the peripheral vertical face concrete needs to be chiseled and cleaned, the formwork is in a formwork hanging mode, and the reinforcing steel bars are welded in an overlapping mode through the side bars. The box girder concrete adopts an inclined layer pouring method, the thickness of a pouring layer is controlled to be 30-40cm, the pouring layer is poured from one end with lower elevation to the other end with higher elevation, and the box girder begins to reversely close at a position 2m away from the girder end. The concrete is vibrated by an insertion vibrator for 15-30 seconds, and the vibration is proper generally until the concrete does not sink any more, no obvious bubbles rise, thin cement paste appears on the surface of the concrete and the surface is smooth. The concrete vibration under the anchor and the prestressed pipeline needs to be careful especially to ensure the concrete to be compact, and because the reinforcing steel bars at the position are compact and the gaps are small, a vibrating rod with a small diameter is selected for construction, and the rabbit-proof vibrator needs to be operated very carefully to touch the corrugated pipe.

A tripod and a long-span Bailey beam 13 combined system is adopted, so that the cast-in-place construction difficulty of a 53.5-meter high pier and a 32-meter long-span continuous rigid frame bridge is successfully solved. Local standard 'cast-in-place concrete bridge beam column template support frame safety technical specification' DBJ50-112 supple 2016 in Chongqing city suggests that the span of the Bailey beam 13 is controlled within 15m, the project ingeniously combines the stress characteristics of the tripod, and utilizes the horizontal length of the tripod of 4 meters and the two sides of the tripod of 8 meters and 24 meters of the Bailey beam 13=32 meters, so that the whole span reaches 32 meters, the support system has simple structure, reasonable stress, clear force transmission path, the maximum deformation in the span meets the specification requirement, the support has good welding quality, convenient installation and disassembly and safe operation of workers.

The arrangement of middle high buttresses is omitted, safety is guaranteed, cost is greatly saved, one buttress is arranged at intervals of more than 10 meters according to the general method for arranging the traditional Bailey beam 13 support, in the embodiment, at least 6 buttresses are required to be arranged for 3 spans, the height of each buttress is 50 meters and is close to the limit value (50 m) specified by the specification, and the buttress is arranged, so that the material consumption is large, the welding amount of workers is large, the high-altitude danger of the workers is large, and the basic processing cost is high. The cost of 6 buttresses can reach 90 ten thousand according to the cost of 15 ten thousand of each buttress. Therefore, the buttress is omitted, the cost is saved, and the safety is greatly improved.

The triangular bracket 12, the triangular support and the operating platform 125 are all preprocessed in factories, assembled and welded on site, and the quality and the safety are greatly improved.

The tripod is bolted with the high pier stud 11 through the articulated shaft 124, so that high-altitude welding or high-strength bolt connection is avoided, and the tripod is very simple and convenient. Aiming at the problem of national or local standard that the tolerance of the steel rod and the pre-buried hole has no reference, the technical personnel of the department consults relevant units and experts, and controls and implements the operation according to the tolerance standard 2mm between the steel box girder and the suspender of the existing large-span suspension bridge, thereby not only ensuring the feasibility of bolting installation, but also ensuring the reliability of stress of the bracket.

A middle-span buttress and a buttress foundation are omitted in the triangular bracket system, and the construction period is saved by at least 2 months. The bailey beam 13 can be assembled synchronously while the tripod is processed in a factory. The machined tripod is connected with the piers through bolting, and each pier can be completed in half a day at least 2-3 days faster than high-altitude welding.

The triangular support is symmetrically arranged in the embodiment, left and right balance is kept, and when concrete is poured, pier deformation monitoring is enhanced according to left and right symmetry and uniform loading, and the structure safety is guaranteed.

In the embodiment, the advantages of the triangular supports and the bailey beams 13 are utilized, so that the erection of high-span, high-pier and large-scale bridge structures is solved.

Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that various changes in the embodiments and/or modifications of the utility model can be made, and equivalents and modifications of some features of the utility model can be made without departing from the spirit and scope of the utility model.

Claims (7)

1. Cast-in-situ bridge in high altitude, its characterized in that: including continuous rigid frame section and simple box girder segment, simple box girder segment with continuous rigid frame section connects, just the unsettled height of continuous rigid frame section is greater than the unsettled height of simple box girder segment, continuous rigid frame section includes a plurality of high pillars, high pillar passes through the vertical installation of cushion cap subaerial, the triangular bracket is installed to the horizontal bilateral symmetry at high pillar top, and adjacent high pillar install the bailey roof beam on the triangular bracket.

2. The overhead in-situ cast-in-situ bridge as claimed in claim 1, which is characterized in that: the tripod includes a plurality of longitudinal interval distribution's tripod, the tripod is including erecting frame, crossbearer and sloping, the top of high pier stud transversely bury underground with the channel beam of the correspondence of tripod, just the channel beam protrusion high pier stud, the top of high pier stud still transversely bury underground with the I-beam that the tripod corresponds, the I-beam is located to correspond the below of channel beam, it has a support longeron to support on the I-beam, it has the crossbearer to articulate through the articulated shaft on the channel beam, be close to on the crossbearer the vertical welding of one end of high pier stud has erect the frame, the bottom welding of erecting the frame is in on the support longeron, the one end of sloping with the other end of crossbearer is connected, the other end of sloping with the bottom of erecting the frame is connected.

3. The overhead in-situ cast-in-situ bridge as claimed in claim 2, wherein: the top of high pier stud has still vertically buried the support mounting panel underground, just the support mounting panel is the matrix distribution, and corresponds from top to bottom install the A-frame on the support mounting panel, just the A-frame vertically encorbelments, and is a plurality of the A-frame the tripod holds up the bailey roof beam.

4. The overhead in-situ cast-in-situ bridge as claimed in claim 3, wherein: still bury underground on the four lateral walls of high pier stud and be the platform mounting panel of matrix distribution, the platform mounting panel is located the below of I-beam, install annular operation platform through the platform mounting panel on the high pier stud.

5. The overhead in-situ cast-in-situ bridge as claimed in claim 4, wherein: the top of high pier stud has transversely buried the crab-bolt underground, just the both ends of crab-bolt are outstanding the lateral wall of high pier stud, articulated seat is all installed at the both ends of crab-bolt, articulated seat is located the top of channel beam, articulated on the articulated seat have a diagonal draw bar, the other end and the triangle bracket connection who corresponds of diagonal draw bar.

6. The overhead in-situ cast-in-situ bridge as claimed in claim 2, wherein: the channel steel beam comprises two oppositely arranged channel steels, the cross frame comprises two I-shaped steels, the two channel steels are positioned between the two I-shaped steels, and the two channel steels are hinged with the two I-shaped steels through a hinge shaft.

7. The overhead in-situ cast-in-situ bridge as claimed in claim 6, wherein: the outside welding of I-steel has the reinforcing steel board a, the inboard welding of channel-section steel has the reinforcing steel board b.

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