CN107905111A - A kind of rigid frame-continuous girder end bay construction technology - Google Patents

Abstract

The invention discloses a construction process for the side spans of rigid continuous beams. The process is as follows: 1. Construction of the beam section on the top of the pier; The cast-in-place section is constructed, and the side-span cantilever section is constructed using a double-legged triangle hanging basket; the main truss of the double-legged triangle hanging basket includes two truss groups symmetrically arranged on the left and right upper sides of the cantilever beam section, and each truss group is It includes two triangular trusses arranged side by side; the attached high-altitude assembly support includes the high-altitude support located on the inner side of the bridge pier and a plurality of attached connection structures arranged from top to bottom; step 3, closing the side spans. The invention is reasonable in design, simple in construction and good in use effect. After the construction of the pier top beam section is completed, the side-span cast-in-place section is constructed using the attached high-altitude assembly bracket while using the double-legged triangular hanging basket to construct the side-span cast-in-place section. The construction process of the high-altitude large-tonnage side-span beam section is completed simply and quickly.

Description

A Construction Technology of Rigid Frame Continuous Beam Side Span

technical field

The invention belongs to the technical field of bridge construction, and in particular relates to a construction technology of a rigid frame continuous beam side span.

Background technique

With the development of the national economy, my country's railway bridge industry is developing rapidly. my country's bridge design theory, construction technology and equipment are catching up with or approaching the world's advanced level, and the construction of long-span sea-crossing and river-crossing bridges continues to increase. The continuous rigid frame bridge is a continuous girder bridge with piers and girders consolidated, and the continuous rigid frame bridge is usually a multi-span bridge. The main girder of the continuous rigid frame bridge is a rigid frame continuous beam. Rigid continuous beams with a length of 100 meters and a span of a single hole ≥ 40 meters. The side span is relative to the main span, the span with the largest span is called the main span, and the one with the smaller span is called the side span. At present, when constructing the side spans of rigid frame continuous beams, the side spans are usually divided into the side span cast-in-place section constructed by the bracket method and the side span cantilever section constructed by using the hanging basket cantilever pouring construction. The side span cast-in-place section and the The beam segments between the side span cantilever segments are closed segments. When constructing high-altitude side-span beam sections with a support height greater than 30m, the construction is difficult, especially for high-altitude large-volume side-span beam sections with a support height greater than 50m, a beam height of more than 10m, and a cantilever pouring section length greater than 4m. The construction is very difficult, and the risk of safety and quality control is high. The construction of the side-span cast-in-place section has very high requirements for the brackets used. At the same time, it has high requirements for the structural design of the hanging basket. The hanging basket structure must not only meet the safety requirements, but also ensure the construction quality. , but also to save construction costs and facilitate construction.

Contents of the invention

The technical problem to be solved by the present invention is to provide a rigid frame continuous beam side-span construction process in view of the deficiencies in the above-mentioned prior art. While the triangular hanging basket is used to construct the cantilever section of the side span, the attached high-altitude assembly bracket is used to construct the cast-in-place section of the side span, which can easily and quickly complete the construction process of the high-altitude large-tonnage side-span beam section.

In order to solve the above-mentioned technical problems, the technical solution adopted by the present invention is: a construction process for side spans of rigid frame continuous girders, characterized in that: the two ends of the constructed side span girder sections are respectively supported on piers in water and bridge piers, and the bridge piers The piers in the water and water are reinforced concrete piers; the side-span beam section is composed of a side-span cast-in-place section, a side-span closing section and a side-span cantilever section, and the side-span closing section is connected to the side-span cast-in-place section and the side-span Between the cantilever sections; one end of the side span cast-in-place section is supported on the pier and the other end is connected to the side span closing section, and the side span cantilever section is connected to the pier top beam section supported on the pier in the water; the opposite side During the construction of the span beam section, the process is as follows:

Step 1. Construction of the beam section on the top of the pier: use the bracket installed on the top of the pier in the water to construct the beam section on the top of the pier;

Step 2. Synchronous construction of side-span cast-in-place section and side-span cantilever section: use the attached high-altitude assembly bracket to construct the side-span cast-in-place section, and use double-legged triangular hanging baskets to construct the side-span cantilever section;

The cantilever section of the side span is spliced by a plurality of cantilever beam segments arranged from back to front along the longitudinal bridge direction; Each of the cantilever beam sections is constructed respectively;

The double-leg triangular hanging basket includes a main truss located above the constructed cantilever beam section, a formwork system that is located directly below the main truss and forms the cantilever beam section, and hangs the formwork system on the cantilever beam section. The lifting system on the main truss, the main truss and the formwork system are fastened and connected as a whole through the lifting system; the cantilever beam segment is a concrete box girder;

The main truss includes a front upper beam, a rear upper beam and two truss groups arranged symmetrically above the left and right sides of the cantilever beam section, and the two truss groups are fastened and connected by a transverse connecting frame. The front upper beam, The rear upper beam and the transverse connecting frame are arranged horizontally and all three are arranged along the direction of the transverse bridge, and the two truss groups are fastened and connected as one by the front upper beam, the rear upper beam and the transverse connecting frame; each of the trusses Each group includes two triangular trusses arranged side by side, the structure and size of the two triangular trusses are the same and both are vertically arranged, and the two triangular trusses are arranged along the longitudinal bridge direction with The four triangular trusses in the main truss are all arranged on the same plane, and the front ends of the four triangular trusses are all fastened to the front upper beam. The rear ends of the triangular trusses are all fastened to the rear upper beam;

When the attached high-altitude assembly bracket is used to construct the side-span cast-in-place section, the process is as follows:

Step 2011, erection of the attached high-altitude assembly bracket: the attached high-altitude assembly bracket is erected on the inner side of the pier;

The attached high-altitude assembly support includes a high-altitude support located on the inner side of the bridge pier and a plurality of attached connection structures arranged from top to bottom. The high-altitude support is arranged along the transverse bridge and is fastened by a plurality of the attached connection structures Fixed on the bridge pier, the attached connection structure is arranged horizontally; the bridge pier includes a pile foundation, a horizontal cap supported on the pile foundation, and a pier body arranged on the horizontal cap, and the pier body is a hollow pier;

The high-altitude support is a vertical support with a height of not less than 50m, and the vertical support is divided into a plurality of support segments from bottom to top, and the upper and lower adjacent two support segments are connected together by flange fastening ;

Described vertical support comprises left and right two well-shaped frames symmetrically arranged, between two described well-shaped frames fastened and connected by a plurality of horizontal connecting structures arranged from top to bottom; Each described well-shaped frame all includes Four vertical supporting steel pipes evenly arranged along the circumferential direction, the four vertical supporting steel pipes include two inner steel pipes and two outer steel pipes, each of the inner steel pipes is provided with one outer steel pipe, two Between the inner steel pipes, between the two outer steel pipes, and between each inner steel pipe and the outer steel pipe located on its outer side are fastened and connected as a whole by multiple steel pipe connecting rods arranged from top to bottom ; The four inner steel pipes in the vertical support are arranged on the same vertical plane from left to right along the horizontal bridge, and the four outer steel pipes in the vertical support are arranged from left to right along the horizontal bridge. The right is laid on the same vertical plane; the bottoms of the four inner steel pipes are all supported on the horizontal platform;

The inner side of the horizontal bearing platform is provided with four anchor piles which are respectively supported by the bottom of the outer steel pipe, and the anchor piles are vertically arranged; one anchor pile is arranged directly below each of the outer steel pipes, The anchor pile is a reinforced concrete pile;

The attached connection structure includes a connecting beam and four horizontal connecting rods, the connecting beam is arranged horizontally and along the direction of the bridge, and the connecting beam is fastened and fixed on the inner side wall of the pier by a plurality of pull rods ; Each of the inner steel pipes and the connecting beam is fastened and connected by one horizontal connecting rod; a plurality of the tie rods are arranged on the same horizontal plane from left to right and are fixed on the inner wall of the pier body, The tie rods are arranged horizontally and along the longitudinal direction of the bridge; the outer ends of each tie rod are fixed on the connecting beam, and the inner ends of each tie rod extend into the inner cavity of the pier body. The tie rods are all fixed on the inner side wall of the pier body; there are a plurality of tie rod installation holes for the tie rods to pass through on the inner side wall of the pier body, and a plurality of tie rod installation holes for the tie rods to pass through are opened on the connecting beam from left to right. through holes;

Step 2012, formwork support: set up a formwork support frame on the attached high-altitude assembly support and bridge piers described in step 2011, and set up a forming formwork for forming and constructing the side-span cast-in-place section on the formwork support frame; The template support frame is a horizontal support frame;

Step 2013, pouring construction of the cast-in-place section of the side span: using the forming template described in step 2012 to perform pouring construction of the cast-in-place section of the side span;

Step 3. Side span closure: After the side span cast-in-place section and the side span cantilever section mentioned in step 2 are completed, the side span closure section is constructed to complete the side span beam section closure.

The above-mentioned construction process of a rigid continuous beam side span is characterized in that: the tie rods described in step 2011 are finish-rolled threaded steel bars; the outer ends of each of the tie rods are fitted with outer locking nuts, and the connecting beams are clamped Between the pier body and the outer lock nut; the inner end of each pull rod is sleeved with an inner lock nut, and the inner lock nut is located in the inner cavity of the pier body.

The above-mentioned side span construction process of rigid frame continuous beams is characterized in that: in step 2011, the horizontal distance between the inner steel pipe and the outer steel pipe located outside it is 2m-3m, and the distance between the inner steel pipe and the pier body is The net distance is not more than 4m;

The outer diameter of the vertical support steel pipe is φ0.5m～φ0.6m;

The lower segment of the anchor pile is an anchor section anchored on the river bed, the length of the anchor section is not less than 1m, and the pile diameter of the anchor pile is φ0.8m～φ1.2m;

The vertical distance between the two adjacent above and below attached connection structures is 10m-15m.

The above-mentioned construction process for the side span of a rigid frame continuous beam is characterized in that: the installation holes of the tie rods described in step 2011 are holes for drawing tendons, and the holes for drawing tendons are for pulling the pier body forming templates for pier body forming construction. The through hole through which the template tie bars of the knot pass through. The pier body forming formwork includes the pier body outer mold and the pier body inner mold arranged inside the pier body outer mold. The formwork tie bars are connected to the pier body outside The horizontal tie reinforcement between the mold and the inner mold of the pier body;

When constructing the side-span closing section in step 3, use the closing section hanger for construction.

The above-mentioned construction process of a rigid continuous beam side span is characterized in that: a formwork support frame is arranged on the vertical support described in step 2011, and the formwork support frame is a horizontal support frame;

The horizontal support frame includes two lower beams laid on the same horizontal plane, multiple horizontal longitudinal beams laid on the same horizontal plane from left to right and multiple upper beams laid on the same horizontal plane from front to back, four The top of the inner steel pipe is provided with a lower beam, the top of the four outer steel pipes is provided with a lower beam, each of the horizontal longitudinal beams is arranged on two of the lower beams, each of the The upper beams are arranged on multiple horizontal longitudinal beams; the lower beams and upper beams are arranged along the horizontal bridge direction, and the horizontal longitudinal beams are arranged along the longitudinal bridge direction; the inner ends of each horizontal longitudinal beam are Supported on the pier.

Above-mentioned a kind of rigid frame continuous beam side-span construction technique is characterized in that: the formwork system described in step 2 includes the internal formwork that is positioned at the inner side of the cantilever beam section, the bottom formwork that is positioned at the bottom of the cantilever beam section, the bottom formwork that is positioned below the bottom formwork and the The bottom support frame supported by the bottom formwork and two outer molds arranged symmetrically on the left and right sides of the cantilever beam segment, each of the outer molds is provided with a side mold support frame; the bottom support frame includes a The front lower beam under the front side of the formwork and the rear lower beam under the rear side of the bottom formwork are arranged horizontally and along the direction of the bridge, and the front lower beam is located at the front Directly below the upper beam; an inner mold support frame is arranged on the inner side of the inner mold;

The lifting system includes a bottom mold lifting structure for lifting the bottom support frame, two left and right symmetrically arranged side mold lifting structures for lifting the side form support frame, and a lifting structure for lifting the inner mold. The inner mold lifting structure, the two side mold support frames are respectively arranged on the left and right sides of the cantilever beam segment; the bottom mold lifting structure includes a bottom mold front vertical frame connected between the front upper beam and the front lower beam Each side form lifting structure includes a side form connecting between the front upper beam and the side form supporting frame. The vertical hanger in front of the mold and the rear vertical hanger connected between the rear upper beam and the side form support frame, the inner mold lifting structure includes an inner mold connected between the front upper beam and the inner mold support frame. The vertical hanger in front of the mold and the rear vertical hanger of the inner mold connected between the cast beam section at the rear side and the support frame of the inner mold, the cast beam section at the back side is located at the back side of the cantilever beam section and is connected to the cantilever The poured beam section adjacent to the beam segment, the poured beam section at the rear side is a concrete box girder.

The above-mentioned side span construction process of rigid frame continuous beams is characterized in that: the inner mold support frame includes a plurality of inner mold trusses supported in the inner mold from front to back, and a plurality of inner mold trusses are passed through longitudinally The connectors are fastened and connected as one; each of the inner mold trusses includes a truss body that is arranged vertically and supports the inner mold and a plurality of horizontal support rods that are arranged in the truss body from top to bottom, The truss body and the plurality of transverse support rods are arranged on the same vertical plane;

The inner mold includes an upper formwork and two inner formworks symmetrically arranged under the left and right sides of the upper formwork; the truss body includes a horizontal support frame supported under the upper formwork and two symmetrically connected to the horizontal The vertical brackets below the left and right sides of the support frame and support the inner formwork, the two vertical brackets are connected as one by multiple horizontal support rods;

An inner mold running slide beam is arranged symmetrically inside the inner mold support frame, and the inner mold running slide beam is arranged horizontally and along the longitudinal bridge direction, and the inner mold support frame is supported on two inner mold walking slide beams. On the beam, the two internal mold running slide beams are arranged symmetrically under the left and right sides of the horizontal support frame; To the boom, the vertical boom behind the inner mold is a vertical boom connected between the top plate of the cast beam section on the rear side and the rear end of the inner mold running slide beam;

The transverse support rods and the truss body are arranged along the direction of the transverse bridge, and the transverse support rods are arranged horizontally;

The horizontal support frame is a pull-out assembly type support frame, and the pull-out assembly type support frame includes a middle bracket and two side brackets that are arranged symmetrically on the left and right sides of the middle bracket and can be drawn horizontally. The bracket and the two side brackets are arranged vertically; the two side brackets are arranged on the same vertical plane, and the middle bracket is located at the front side or the rear side of the side bracket; the middle bracket and the two side supports are planar trusses arranged vertically, and the middle support includes a first upper chord, a first lower chord directly below the first upper chord, and a plurality of The first web between the rod and the first lower chord, each of the side brackets includes a second upper chord, a second lower chord directly below the second upper chord, and a plurality of rods connected to the second upper chord and the second upper chord The second web between the second lower chords; the first upper chord and the second upper chord are upper formwork support rods supporting the upper formwork, and the first lower chord and the second lower chord Both are straight rods arranged horizontally and both are arranged on the same horizontal plane;

The inner end of the second upper chord is equipped with a plurality of upper horizontal connectors from left to right, and the plurality of upper horizontal connectors are arranged on the same horizontal plane, and the plurality of upper horizontal connectors are arranged in parallel and They are arranged perpendicular to the second upper chord; the first upper chord is provided with a plurality of upper horizontal adjustment holes from left to right for the installation of upper horizontal connectors;

The inner end of the second lower chord is equipped with a plurality of lower horizontal connectors from left to right, and the plurality of lower horizontal connectors are arranged on the same horizontal plane, and the plurality of lower horizontal connectors are arranged in parallel and They are arranged perpendicular to the second lower chord; the first lower chord has a plurality of lower horizontal adjustment holes for the installation of the lower horizontal connectors from left to right;

Both the upper horizontal adjustment hole and the lower horizontal adjustment hole are long strip holes;

The horizontal support rod is a length-adjustable rod.

The above-mentioned construction process of a rigid-frame continuous beam side span is characterized in that: the double-legged triangular hanging basket described in step 2 also includes a running system;

The running system includes two running gears symmetrically installed under the left and right sides of the main truss, each of the running gears is located directly below one of the truss groups; There are two longitudinal tracks on the left and right respectively for the walking mechanism to travel, and the longitudinal tracks are arranged along the longitudinal bridge direction;

The longitudinal track includes a plurality of lower transverse beams arranged from front to back on the top plate of the cast beam section at the rear side, two longitudinal rails arranged on the left and right sides of the lower transverse beam of the plurality of tracks, and a plurality of tracks from front to back. Finally, the upper transverse beams arranged on the two longitudinal rails, the lower transverse beams and the upper transverse beams are arranged along the transverse bridge direction, and the longitudinal rails are arranged along the longitudinal bridge direction;

The plurality of lower transverse beams and the plurality of upper transverse beams are fastened together through two longitudinal rails; each of the upper transverse beams is buried in the rear cast beam section through one or more lower parts The embedded parts inside are fixed above the cast beam section on the rear side; the embedded parts include embedded threaded steel bars and limit nuts installed on the embedded threaded steel bars, and the limit nuts are located above the upper transverse beam , the pre-embedded threaded steel bars are arranged vertically;

The walking mechanism includes a front support installed under the front upper cross beam and a rear support installed under the rear upper cross beam, both of the front support and the rear support can move forward and backward along the two longitudinal rails mobile support.

The above-mentioned construction process of a rigid continuous beam side span is characterized in that: the double-legged triangular hanging basket in step 2 also includes a bottom mold adjustment structure; The baffle, the beam bottom formwork located above the bottom formwork and forming the bottom of the cantilever beam section. The rear side baffle plate and the front-end formwork are arranged in parallel and both are arranged along the transverse bridge direction, and the rear side baffle plate and the front-end formwork are clamped between two side formworks symmetrically arranged on the left and right sides of the bottom formwork;

The rear side baffle is located under the front side of the rear side cast beam section, the top of the rear side baffle is supported on the bottom surface of the rear side cast beam section, and the cantilever beam section and the rear side cast The beam sections are all concrete beams; the rear side baffle is located behind the beam bottom formwork, the bottom formwork, the rear side baffle plate, the bottom surface of the rear side beam section, and the front formwork arranged vertically on the bottom formwork The filling cavity of the sand-filled structure is surrounded by the two side formworks, and the front-end formwork is divided into a bottom formwork section positioned at the front side of the sand-filled structure and an upper formwork section for forming and constructing the front end face of the cantilever beam segment; The beam bottom formwork is supported on the sand-filled structure, the rear end of the beam bottom formwork is supported on the front end of the bottom surface of the cast beam section on the rear side, the front end of the beam bottom formwork is supported on the front end formwork, and the beam bottom formwork is clamped Installed between the two side templates.

The above-mentioned construction technology of a rigid frame continuous beam side span is characterized in that: the double-leg triangular hanging basket described in step 2 also includes two left and right buried anchor structures symmetrically arranged in the cast beam section on the rear side, each of which One of the auxiliary suspenders is connected below the buried anchor structure;

The buried anchor structure includes a pre-embedded steel bar and a connector connected to the bottom end of the pre-embedded steel bar. Both are arranged vertically and both are located directly above the rear lower beam, the bottom end of the connector is flush with the bottom surface of the cast beam section on the rear side where it is located; the auxiliary suspender is vertically Layout, the upper end of the auxiliary suspender is tightly connected with the connector, and the lower end of the auxiliary suspender is connected with the rear lower beam; the embedded steel bar, the connector and the auxiliary suspender directly below the connector are all arranged On the straight line, the auxiliary hanger is a steel bar, and the connector is a steel bar connector connecting the embedded steel bar and the auxiliary hanger.

Compared with the prior art, the present invention has the following advantages:

1. The process steps are simple, the design is reasonable, the construction is simple, and the use effect is good. After the construction of the pier top beam section on the inner side of the side span is completed, the cantilever section of the side span is constructed using a double-legged triangular hanging basket. At the same time, an attached high-altitude assembly bracket is used The side-span cast-in-place section is constructed, and then the side-spans are closed. The construction period is short, the construction efficiency is high, and the construction process is easy to control.

2. The attached high-altitude assembly bracket adopted has simple structure, reasonable design, easy construction and low input cost.

3. The attached high-altitude assembly bracket adopted makes full use of the drawing steel hole of the round-end hollow pier, and adopts the fine-rolled threaded steel bar to pull and fix the attached rod to transmit force, forming the attached support of the high-altitude steel pier, which is convenient for construction. There is no "scar" of the pre-embedded steel plate on the pier body, which ensures the appearance quality of the pier body, and is safe and reliable. The attached high-altitude assembly support adopted adopts the "well"-shaped assembly steel pipe support and no "scar" type pre-embedded attachment technology measures, which solves the technical problem of the construction of the high-altitude side-span cast-in-place section of the rigid continuous beam.

4. The high-altitude steel pipe support of the side-span cast-in-place section adopts a "well"-shaped assembly structure, and the extremes of the support are connected by high-strength flange bolts, which is convenient for construction and easy to control the construction quality, reducing the workload of high-altitude welding for steel pier Speed up the construction progress, safe and reliable, and achieve good construction results.

5. The construction method is simple, the construction quality is easy to control, and the construction process is safe and reliable. It can be used in the construction of rigid frame continuous beam high side piers and long side span cast-in-place sections, and can also be used in the construction of high-altitude cast-in-place beams. It has good versatility and safety. reliable. The high-altitude steel pipe support for the side-span cast-in-place section combines the well-shaped assembled steel pipe support with the non-scar pre-embedded attachment connection structure, which can effectively solve the construction problems of the high-altitude cast-in-place section, and the construction process is safe and reliable.

6. The double-leg triangular hanging basket adopts a truss group composed of two triangular trusses side by side, which solves the load-bearing problem of the main truss of the super-large tonnage hanging basket. Moreover, considering the cost-saving problem of effective reuse in the later stage, the two triangular trusses of the truss group can be divided into two to meet the construction requirements of general bridge hanging baskets. It can be used as a common triangular hanging basket, which is flexible in use and operation, and saves construction costs. In particular, it can meet the construction requirements of cantilever beam sections with a beam height of more than 10m, a length of more than 4m and a weight of more than 2000kN.

7. The rods of the triangular truss adopt the form of pin connection, which is convenient for installation.

8. Adopt a truss group composed of two triangular trusses side by side. The two triangular trusses are evenly stressed, which can effectively increase the stability of the main truss and further enhance the overall stability of the hanging basket. At the same time.

9. The use of hidden anchorage structure is reasonable in design, easy in construction and good in use effect, which solves the problem of excessive force on the lower beam and suspender behind the thicker web hanging basket, and has the following advantages: First, due to the high web of the beam body The plate is thicker, and a buried anchor structure is installed on the web, which solves the problem of excessive force on the rear lower beam and boom, and increases the safety factor; when the boom connected to the rear lower beam is anchored, due to the position and length of the boom , in order to ensure the reasonable distribution of the force of the suspender during concrete pouring, the suspender outside the web (that is, the vertical suspender behind the bottom form) is longer (the elongation is longer under the same stress condition) and it needs to be tightened with a jack. The middle suspender in the inner cavity (that is, the vertical suspender on the rear inner side) is next, and the inner side of the web and the hidden suspender (that is, the auxiliary suspender) in the web can be tightened; second, the embedding method is convenient for construction: use finish rolling Threaded steel bar connector, the lower port of the connector is in close contact with the bottom formwork, the upper port is screwed into the embedded steel bar, and the screwed length of the embedded steel bar is half the length of the connector; third, it is easy to operate; before moving the hanging basket, only It is necessary to unscrew the auxiliary suspender from the connector, and then operate the hanging basket normally; fourth, it can effectively ensure the concrete appearance quality of the cantilever beam section; after the hanging basket is moved forward, no "Scar"; fifth, saving construction costs. With the addition of a buried anchor structure, the structure size of the lower beam behind the hanging basket and the size of the suspender can be optimized, and the amount of steel materials is reduced, which enhances the versatility of the hanging basket and saves construction costs. Therefore, the use of concealed anchorage structures can effectively solve the problem of the local bearing capacity of the rear lower beam at the position corresponding to the bottom of the ultra-wide and super-high web beam, ensuring construction safety and leaving no "scars" at the bottom of the beam , without affecting the appearance of the beam body. Otherwise, in order to meet the force requirements, the structural size of the rear lower beam needs to be increased, which increases the weight and cost of the hanging basket accordingly, and at the same time affects the versatility of the hanging basket.

10. The structure of the internal mold truss adopted is simple, reasonable in design, easy to process and manufacture, and low in investment cost. The internal mold truss is easy to use, easy to construct, and has a good effect. The truss body includes a horizontal support frame and two symmetrically connected horizontal The vertical brackets under the left and right sides of the support frame, and the horizontal support frame adopt a pull-out assembled support frame, which can meet the support requirements of the inner mold of the hanging basket with different widths. Moreover, the two vertical supports and the horizontal support frame are connected in a hinged manner, which is convenient for demoulding, has a large installation space for the steel bars, and facilitates the movement of the hanging basket, which can speed up the construction progress. During the cantilever pouring construction of the variable cross-section beam, the size of the internal formwork truss is adjusted by means of pulling and pulling, which is easy to operate, fast in construction speed, low in input cost, and labor-saving and time-saving.

11. The bottom form has simple adjustment structure, reasonable design, easy processing and production, low input cost, simple construction and good use effect. The bottom formwork, rear side baffle, sand filling structure and beam bottom formwork are composed of double-layer bottom formwork. The beam bottom formwork supported by the sand-filled structure forms the bottom of the cantilever beam section, which meets the requirements of cantilever pouring construction for variable-section beams, and effectively solves the problem that the bottom formwork of the hanging basket is difficult to overlap, so that the bottom formwork of the hanging basket and the rear The beam sections that have been poured on the side are effectively lapped.

12. The construction method of the hanging basket is simple, the design is reasonable, the construction is simple, the construction effect is good, and the construction process of the large-volume cantilever beam section with a middle girder height of more than 10m and a cantilever pouring section length of more than 4m can be easily and quickly completed in a long-span rigid frame bridge, and The construction process is safe and reliable.

In summary, the present invention uses a truss group composed of two triangular trusses side by side to solve the load-bearing problem of the main truss of the hanging basket during the construction of a large-tonnage cantilever beam section. After the truss group is divided into two, it can be used as a conventional hanging basket. The adjustment structure of the bottom form and the pull-out internal formwork truss can meet the simple and rapid construction requirements of variable-section beams.

To sum up, the present invention is reasonable in design, easy in construction, and good in use effect. After the construction of the pier top beam section is completed, the cantilever section of the side span is constructed by using the double-legged triangular hanging basket, and the side span is constructed by using the attached high-altitude assembly bracket. The cast-in-place section can easily and quickly complete the construction process of the high-altitude large-tonnage side-span beam section.

The technical solutions of the present invention will be described in further detail below with reference to the accompanying drawings and embodiments.

Description of drawings

Fig. 1 is a process flow block diagram of the present invention.

Fig. 1-1 is a reference diagram of the use state of the attached connection structure of the present invention.

Fig. 2 is a schematic diagram of the vertical bridge structure of the attached high-altitude assembly bracket of the present invention.

Fig. 3 is a schematic structural diagram of the cross-bridge direction of the attached high-altitude assembly bracket of the present invention.

Fig. 4 is a structural schematic diagram of the bottom support frame of the formwork of the present invention.

Fig. 5 is a schematic diagram of the erection state of the side-span beam section of the present invention.

Fig. 6 is a schematic diagram of the vertical bridge structure of the double-leg triangular hanging basket of the present invention.

Fig. 7 is a schematic diagram of the structure in the transverse bridge direction of the double-legged triangular hanging basket of the present invention.

Fig. 8 is a schematic diagram of the connection state between the auxiliary suspender and the buried anchor structure of the present invention.

FIG. 9 is a partially enlarged schematic diagram of point A in FIG. 7 .

Fig. 10 is a reference diagram of the use state of the adjustment structure of the bottom mold of the present invention.

Fig. 11 is a schematic structural view of the internal formwork truss of the present invention.

Fig. 12 is a reference diagram of the use state of the drawable assembled support frame of the present invention when it is pulled to the minimum support width.

Fig. 13 is a reference diagram of the use state of the drawable assembled support frame of the present invention when it is pulled to the maximum support width.

Explanation of reference signs:

1—cantilever beam segment; 1-3—middle bracket; 1-3-1—first upper chord;

1-3-2—the first lower chord; 1-3-3—the first web; 1-4—side support;

1-4-1—the second upper chord; 1-4-2—the second lower chord; 1-4-3—the second web;

1-5—upper horizontal connector; 1-6—upper horizontal adjustment hole; 1-7—lower horizontal connector;

1-8—lower horizontal adjustment hole; 1-9—vertical support rod; 2—triangular truss;

2-2—rear side baffle; 2-4—beam bottom formwork; 2-5—sand filling structure;

2-7—front-end template; 2-9—limiting beam;

2-13—diagonal support; 2-14—triangular bracket;

2-15—beam support rod; 3—transverse connecting rod; 4—bottom formwork;

4-2—well frame; 4-3—vertical support steel pipe;

4-4—attached connection structure; 4-5—pile foundation; 4-6—horizontal cap;

4-7—pier body; 4-8—anchor pile; 4-9—connecting beam;

4-10—tie rod; 4-11—horizontal connecting rod; 4-12—formwork support frame;

4-13—lower beam; 4-14—horizontal longitudinal beam; 4-15—upper beam;

4-16—horizontal pad beam; 4-17—horizontal square timber;

6—outer mold; 7—side mold support frame;

8—front upper beam; 9—rear upper beam; 10—inner mold;

11—front lower crossbeam; 12—rear lower crossbeam; 13—front vertical suspender of bottom mold;

14—vertical hanger at the rear of the bottom form; 15—vertical hanger at the front of the side form;

16—vertical suspender behind side formwork; 17—inner form support frame; 18—beam section poured on rear side;

19—Vertical suspension rod in front of the inner mold; 20—Vertical suspension rod at the rear of the inner mold;

21—side form sliding beam; 22—lateral support rod; 23—middle and upper beam;

24—rear inner vertical boom; 25—traveling mechanism; 26—longitudinal track;

26-1—lower transverse beam; 26-2—longitudinal rail; 26-3—upper transverse beam;

27—embedded parts; 28—longitudinal support beam; 29—traveling sliding beam of inner mold;

30—connector; 31—auxiliary boom; 32—embedded reinforcement;

33—horizontal backing plate; 34—lock nut; 35—pier top beam section;

36—water pier; 37—bridge pier; 38—side span beam section;

39—side span cast-in-place section; 40—side span cantilever section; 41—side span closing section;

42—side-span forming template.

Detailed ways

A kind of rigid frame continuous beam side span construction technology as shown in Figure 1, the two ends of the constructed side span beam section 38 are respectively supported on the pier 36 in the water and the pier 37 in the water, and the pier 37 and the pier 36 in the water are all reinforced concrete pier, see Figure 5 for details; in conjunction with Figure 2, the side span beam section 38 is composed of a side span cast-in-place section 39, a side span closing section 41 and a side span cantilever section 40, and the side span closing section 41 is connected to the side span Between the span cast-in-place section 39 and the side span cantilever section 40; one end of the side span cast-in-place section 39 is supported on the pier 37 and its other end is connected with the side span closing section 41, and the side span cantilever section 40 is connected to the support Connect the pier top beam section 35 on the water pier 36; when constructing the side span beam section 38, the process is as follows:

Step 1, pier top beam section construction: utilize the bracket installed on the pier 36 pier top in the water to construct the pier top beam section 35;

Step 2. Simultaneous construction of the side-span cast-in-place section and the side-span cantilever section: the side-span cast-in-place section 39 is constructed with an attached high-altitude assembly bracket, and the side-span cantilever section 40 is constructed with a double-legged triangular hanging basket;

The side-span cantilever section 40 is spliced by a plurality of cantilever beam sections 1 arranged along the longitudinal bridge direction from back to front; Carry out construction on a plurality of said cantilever beam segments 1 respectively;

As shown in Fig. 6 and Fig. 7, the double-leg triangular hanging basket includes a main truss located above the constructed cantilever beam section 1, a template located directly below the main truss and forming and constructing the cantilever beam section 1 system and the lifting system for hanging the formwork system on the main truss, the main truss and the formwork system are fastened and connected as a whole through the lifting system; the cantilever beam segment 1 is a concrete box girder;

The main truss includes a front upper beam 8, a rear upper beam 9, and two truss groups symmetrically arranged on the left and right upper sides of the cantilever beam segment 1, and the two truss groups are fastened and connected by a transverse connecting frame 10. The front upper beam 8, the rear upper beam 9 and the transverse connecting frame 10 are all arranged horizontally and all three are arranged along the direction of the transverse bridge. are firmly connected as one; each of the truss groups includes two triangular trusses 2 arranged side by side, the structures and sizes of the two triangular trusses 2 are the same and both are arranged vertically, and the two triangular trusses 2 are arranged vertically. The trusses 2 are arranged along the longitudinal bridge direction and are fastened and connected as a whole by a plurality of transverse connecting rods 3; the four triangular trusses 2 in the main truss are all arranged on the same plane, and the four triangular trusses are arranged on the same plane. The front ends of the trusses 2 are all tightly connected to the front upper beam 8, and the rear ends of the four triangular trusses 2 are all tightly connected to the rear upper beam 9;

When the side-span cast-in-place section 39 is constructed with an attached high-altitude assembly bracket, the process is as follows:

Step 2011, erection of the attached high-altitude assembly bracket: the inner side of the pier 37 is to be erected with the attached high-altitude assembly bracket;

As shown in Figures 2 and 3, the attached high-altitude assembly support includes an elevated support located on the inner side of the pier 37 and a plurality of attached connection structures arranged from top to bottom. A plurality of said attached connecting structures 4-4 are fastened and fixed on the pier 37, and said attached connecting structures 4-4 are arranged horizontally; said pier 37 includes a pile foundation 4-5, supported on the pile foundation 4-5 The upper horizontal cap 4-6 and the pier body 4-7 arranged on the horizontal cap 4-6, the pier body 4-7 is a hollow pier;

The high-altitude support is a vertical support with a height of not less than 50m, and the vertical support is divided into a plurality of support segments from bottom to top, and the upper and lower adjacent two support segments are connected together by flange fastening ;

Described vertical support comprises left and right two well-shaped frames 4-2 that are arranged symmetrically, between two described well-shaped frames 4-2, is fastened and connected by a plurality of horizontal connecting structures that are arranged from top to bottom; Described well frame 4-2 all comprises four vertical supporting steel pipes 4-3 that are evenly arranged along the circumferential direction, and four described vertical supporting steel pipes 4-3 include two inner steel pipes and two outer steel pipes, each of which The outer side of the inner steel pipes is provided with one outer steel pipe, between the two inner steel pipes, between the two outer steel pipes, and between each inner steel pipe and the outer steel pipe located on its outer side through multiple The steel pipe connecting rods arranged from top to bottom are fastened and connected as a whole; the four inner steel pipes in the vertical support are arranged on the same vertical plane from left to right in the direction of the transverse bridge, and the vertical support The four outer steel pipes are arranged on the same vertical plane from left to right along the horizontal bridge direction; the bottoms of the four inner steel pipes are all supported on the horizontal platform 4-6;

The inner side of the horizontal cap 4-6 is provided with four anchor piles 4-8 respectively for the bottom support of the outer steel pipes, and the anchor piles 4-8 are arranged vertically; Each is provided with one said anchor pile 4-8, and said anchor pile 4-8 is a reinforced concrete pile;

As shown in Figure 1-1, the attached connection structure 4-4 includes a connecting beam 4-9 and four horizontal connecting rods 4-11, the connecting beams 4-9 are arranged horizontally and Layout, the connecting beam 4-9 is fastened and fixed on the inner wall of the pier body 4-7 through a plurality of pull rods 4-10; each inner steel pipe and the connecting beam 4-9 pass through a horizontal The connecting rods 4-11 are tightly connected; multiple pull rods 4-10 are arranged on the same horizontal plane from left to right and are all fixed on the inner side wall of the pier body 4-7, and the pull rods 4-10 are arranged horizontally And it is arranged along the longitudinal bridge; the outer end of each of the tie rods 4-10 is fixed on the connecting beam 4-9, and the inner end of each of the tie rods 4-10 extends into the pier body 4-7. In the inner cavity, each of the pull rods 4-10 is fixed on the inner wall of the pier body 4-7; the inner wall of the pier body 4-7 is provided with a plurality of pull rods for the pull rods 4-10 to pass through. Holes, the connecting beam 4-9 is provided with a plurality of through holes for the pull rod 4-10 to pass through from left to right;

Step 2012, formwork support: set up a formwork support frame on the attached high-altitude assembly bracket and pier 37 described in step 2011, and set up a forming formwork for forming and constructing the side-span cast-in-place section 18 on the formwork support frame; The template support frame is a horizontal support frame;

Step 2013, pouring construction of the cast-in-place section of the side span: utilize the forming template described in step 2012 to carry out pouring construction of the cast-in-place section 18 of the side span;

Step 3, side span closing: after the side span cast-in-place section 39 and the side span cantilever section 40 described in step 2 are completed, the side span closing section 41 is constructed, and the side span beam section 38 is closed.

Wherein, the side-span beam section 38 is a high-altitude and large-volume side-span beam section with a support height greater than 50 m and a beam height of more than 10 m. The forming template described in step 2012 is the side span forming template 42 .

The cantilever beam segment 1 has a beam height of more than 10m, a length of more than 4m and a weight of more than 2000kN.

In this embodiment, the pull rod 4-10 in step 2011 is a finish-rolled threaded steel bar.

The outer end of each pull rod 4-10 is fitted with an outer lock nut 11, and the connecting beam 4-9 is clamped between the pier body 4-7 and the outer lock nut 11; each of the pull rods 4 The inner ends of -10 are all sleeved with inner lock nuts 11, and the inner lock nuts 11 are located in the inner cavity of the pier body 4-7.

The pier body 4-7 is a round-ended hollow pier, the number of the tie rods 4-10 is six, and the structure and size of the six tie rods 4-10 are the same;

The six pull rods 4-10 are divided into two symmetrically arranged pull rod groups on the left and right, and the two pull rod groups are respectively arranged on the left and right sides of the inner side wall of the pier body 4-7, and each of the pull rod groups includes three said pull rod groups. Pull rod 4-10.

In order to ensure the support strength and stability, the horizontal distance between the inner steel pipe and the outer steel pipe located outside it in step 2011 is 2m to 3m, and the clear distance between the inner steel pipe and the pier body 4-7 is not greater than 4m .

The outer diameter of the vertical supporting steel pipe 4-3 is φ0.5m˜φ0.6m.

In addition, the vertical distance between two adjacent above and below the attached connection structures 4-4 is 10m-15m.

During actual construction, the horizontal distance between the inner steel pipe and the outer steel pipe located outside it, the net distance between the inner steel pipe and the pier body 4-7, the vertical support steel pipe 4 can be adjusted according to specific needs. The outer diameter of -3 and the vertical spacing between the two adjacent attachment connection structures 4-4 are adjusted accordingly.

For the convenience of construction, the tie rod installation holes described in step 2011 are the holes of the tie bars, and the holes of the tie bars are the passages through which the formwork tie bars for the pier body forming formwork used for forming the pier body 4-7 are passed. hole, the pier body forming formwork includes a pier body outer mold and a pier body inner mold arranged inside the pier body outer mold, and the template tie bars are connected between the pier body outer mold and the pier body inner mold horizontal tie bars.

In this embodiment, the template support frame 4-12 is arranged on the vertical support described in step 2011, and the template support frame 4-12 is a horizontal support frame;

As shown in Figure 4, the horizontal support frame includes two lower beams 4-13 arranged on the same horizontal plane, multiple horizontal longitudinal beams 4-14 arranged on the same horizontal plane from left to right, and multiple horizontal beams 4-14 arranged from front to right. Afterwards, the upper beam 4-15 is arranged on the same horizontal plane, the top of the four inner steel pipes is provided with a lower beam 4-13, and the top of the four outer steel pipes is provided with a lower beam 4-13, each Said horizontal longitudinal beams 4-14 are arranged on two said lower beams 4-13, and each said upper beam 4-15 is arranged on multiple said horizontal longitudinal beams 4-14; said lower The beams 4-13 and the upper beams 4-15 are arranged along the direction of the bridge, and the horizontal longitudinal beams 4-14 are arranged along the direction of the bridge; the inner end of each horizontal beam 4-14 is supported on the pier body 4 -7 on.

A plurality of said upper beams 4-15 are laid with a horizontal square timber 4-17 from left to right, and a plurality of said horizontal square timbers 4-17 are all arranged on the same horizontal plane, and said horizontal square timbers 4-17 are arranged along the same horizontal plane. Longitudinal bridge layout.

Wherein, the formwork support frame 4-12 is a support frame for supporting the formwork system used for constructing the side-span beam section 18 of the rigid continuous beam.

In this embodiment, a horizontal backing beam 4-16 is arranged between the lower beam 4-13, the inner steel pipe and the outer steel pipe, and the horizontal backing beam 4-16 is arranged along the longitudinal bridge direction. The horizontal pad beam 4-16 is an anti-falling frame pad beam.

The lower segment of the anchor pile 4-8 in step 2011 is an anchor section anchored on the river bed, the length of the anchor section is not less than 1m, and the pile diameter of the anchor pile 4-8 is φ0.8m～φ1. 2m.

During actual construction, the length of the anchoring section not less than 1m and the pile diameters of the anchoring piles 4-8 can be adjusted accordingly according to specific needs.

The well-shaped frame 4-2 is connected by high-strength flange bolts, which is convenient for construction and easy to control the construction quality, reduces the high-altitude welding workload of the well-shaped frame 4-2, speeds up the construction progress, and is safe and reliable.

In this embodiment, the bridge piers 37 and the water piers 36 are both reinforced concrete piers;

The side span beam section 38 is a side span of a rigid continuous beam, and the side span beam section 38 is a concrete box girder. The side-span cast-in-place section 39 , the side-span closing section 41 and the side-span cantilever section 40 are all a segment of the side-span beam section 38 . In this embodiment, the top surface of the rigid continuous beam is 12m wide, the bottom plate is 9.2m wide, and the flange plate is 1.4m wide. The rigid continuous beam is a concrete box girder and it is a single-box single-chamber straight web section . The beam height of the top beam section of the middle pier of the rigid continuous beam is 16.5m, the beam height of the middle span and the end of the side span is 7.5m, the thickness of the web is 1.74m-0.55m, the thickness of the bottom plate is 2.09-0.52m, and the thickness of the roof is 0.62m .

In this embodiment, the height of the pier 37 is 61m, the length of the side-span beam section 38 is 118m, the beam height of the side-span cast-in-place section 39 is 7.5m, the width of the beam top is 12m, the width of the bottom plate is 9.2m, and the thickness of the roof is 0.62m , the thickness of the bottom plate is 0.52m～1.1m, the thickness of the web plate is 0.55～1.65m, and the concrete volume is 315m ³ . The side-span cast-in-place section 39 is 9.85m long and its cantilever is 7.0m outside the range of the top cap of the pier body tray of the pier 37 (the weight of the cantilever part is about 3700kN), so the construction of the side-span cast-in-place section 39 belongs to the super high-altitude large-volume long Side span cast-in-place section construction. If the usual construction plan is adopted, that is, the plan of pre-burying the corbel and adding counterweight on the top of the pier body, the corbel diagonal bracing point is located in the hollow section of the pier body, which will have a great impact on the safety of the pier body. Heavy security risks are high. However, the attached high-altitude assembly bracket adopted in the present invention is a floor bracket, and the bearing capacity and stability of the ultra-high-altitude bracket can be effectively guaranteed. Moreover, the attached high-altitude assembly support has high stability, fully utilizes the drawing steel bar holes of the round-end hollow pier (arrangement size 1.0×1.0m), and adopts fine-rolled threaded steel bars (that is, tie rods 4-10) to be fixed and attached to each other. Rods (connecting beams 4-9) and force-transmitting beams (horizontal connecting rods 4-11) form high-altitude steel pier attachment support, which is convenient for construction and has no embedded steel plate "scars" on the pier body, ensuring Appearance quality, safe and reliable.

In this embodiment, the horizontal distance between the inner steel pipe and the outer steel pipe located outside it is 2.5m, and the outer diameter of the vertical support steel pipe 4-3 is φ0.53m and is a spiral pipe. Every 6m of steel pipes between two adjacent vertical support steel pipes 4-3 in the well-shaped frame 4-2 adopts I16b I-beam welded cross braces and diagonal braces (that is, the steel pipe connecting rods) to form a "well" Steel buttress structure. The vertical spacing between the two attached connection structures 4-4 adjacent up and down is 13m, and I16b I-shaped steel (that is, the horizontal connection is used) every 12m between the two well-shaped frames 4-2. structure) for lateral connection to ensure the stability of the steel pipe pier.

In this embodiment, the anchor pile 4-8 is a φ1.0m digging pile, the anchor pile 4-8 enters the stable bedrock by no less than 1.0m, and the pile top of the anchor pile 4-8 is pre-buried The steel plate is welded to the outer steel pipe; the inner steel pipe is supported on the cap of the pier 37, and the cap is provided with a pre-embedded steel plate welded to the inner steel pipe. After the installation of the well-shaped frame 4-2 is completed, the exposed steel bars of the reinforcement cage of the anchor pile 4-8 and the pre-embedded anchor steel bars of the cap are all welded firmly with the vertical support steel pipe 4-3, and then wrapped with C30 concrete Poured to form a stable structure.

In this embodiment, the side span forming template 42 is supported on a plurality of horizontal beams 4-17. The horizontal backing beam 4-16 is a steel wedge.

When constructing the horizontal support frame, first set the steel wedge for falling frame on the top of the vertical support steel pipe 4-3 (specifically, 5 I20b I-beams are assembled and welded), and then set the horizontal support on the steel wedge. Load-bearing beams in the bridge direction (that is, lower beams 4-13); then, install 23 I 36b I-beam longitudinal beams (that is, horizontal longitudinal beams 4-14), of which 2×5 are set at the web position and 7 at the inner bottom plate , 2×3 pieces are arranged under the flange plate; one end of the horizontal longitudinal beam 4-14 is supported on the load-bearing beam and the other end is supported on the pier cap of the bridge pier.

The side-span forming template 42 includes a side-span bottom template, a side-span outer mold and a side-span inner mold; the side-span bottom template is a bamboo plywood and it is installed on a plurality of horizontal square timbers 4-17, box The diaphragm at the beam end is located above the top cap of the pier body tray of pier 37, and the bottom formwork of the end diaphragm is made of steel formwork filled with sand, and then bamboo plywood is laid to form the side-span bottom formwork.

The outer formwork of the side span adopts a steel formwork, the distance between the truss pieces of the outer formwork is 2.0m, and the truss pieces are supported on the longitudinal beam of the bottom formwork; the end formwork adopts a steel formwork. The side-span inner mold includes an inner mold and an inner top mold, the inner mold adopts a combined steel mold, and the inner top mold adopts a combination of a bowl buckle bracket, square wood and bamboo plywood. The inner and outer molds are provided with drawing steel bars, and the distance between the drawing bars is 80cm×100cm.

In this embodiment, when constructing the side span closing section 41 in step 3, the closing section hanger is used for construction. Therefore, the side span closing section 41 is constructed using the conventional closing section hanger method.

As shown in Fig. 6 and Fig. 7, the formwork system described in step 2 includes an inner mold 10 positioned inside the cantilever beam section 1, a bottom formwork 4 positioned at the bottom of the cantilever beam section 1, a base formwork 4 positioned below the bottom formwork 4 and facing the bottom formwork. 4. The bottom supporting frame for supporting and two outer molds 6 symmetrically arranged on the left and right sides of the cantilever beam section 1, each of the outer molds 6 is provided with a side mold supporting frame 7; the bottom supporting frame It includes a front lower beam 11 located under the front side of the bottom template 4 and a rear lower beam 12 located under the rear side of the bottom template 4, the front lower beam 11 and the rear lower beam 12 are arranged horizontally and both are arranged Layout, the front lower crossbeam 11 is located directly below the front upper crossbeam 8; the inside of the inner mold 10 is provided with an inner mold support frame 17;

The lifting system includes a bottom mold lifting structure for lifting the bottom support frame, two left and right symmetrically arranged side mold lifting structures for lifting the side mold support frame 7 and a lifting structure for the inner mold 10. The lifting structure of the inner mold, the two side mold support frames 7 are respectively arranged on the left and right sides of the cantilever beam segment 1; The front vertical hanger 13 of the bottom form between them and the rear vertical hanger 14 of the bottom form connected between the main truss and the rear lower crossbeam 12, each of the sideform lifting structures includes a structure connected to the front upper crossbeam 8 and the sideform front vertical hanger 15 between the sideform support frame 7 and the sideform rear vertical hanger 16 connected between the rear upper beam 9 and the sideform support frame 7, the inner mold lifting structure Including the front vertical hanger 19 of the inner mold connected between the front upper beam 8 and the inner mold support frame 17 and the rear vertical hanger of the inner mold connected between the rear side cast beam section 18 and the inner mold support frame 17 20. The rear cast beam segment 18 is a cast beam segment located at the rear side of the cantilever beam segment 1 and adjacent to the cantilever beam segment 1, and the rear cast beam segment 18 is a concrete box girder.

In this embodiment, the front upper beam 8, the rear upper beam 9, the front lower beam 11 and the rear lower beam 12 are all shaped steel, and the side form support frame 7 is a vertical support assembled from a plurality of rods. truss.

As shown in Figure 7, in step 2, two described outer molds 6 outsides are all provided with a described sideform running slide beam 21, and each described sideform running slide beam 21 is all connected from one described sideform support frame 7. The upper part of each sideform support frame 7 is supported on a said sideform running slide beam 21; two said sideform running slide beams 21 are symmetrically arranged left and right, and said sideform running slide beams 21 is arranged horizontally and along the longitudinal bridge direction;

The front vertical suspender 15 of the sideform is a vertical suspender connected between the front upper crossbeam 8 and the sideform running slide beam 21, and the rear vertical suspender 16 of the sideform is connected between the rear upper crossbeam 9 and the The vertical suspenders between the sideform running glide beams 21.

In this embodiment, the inner mold support frame 17 includes a plurality of inner mold trusses supported in the inner mold 10 from front to back, and the plurality of inner mold trusses are fastened and connected as a whole through longitudinal connectors; each Each of the internal mold trusses includes a truss body that is arranged vertically and supports the inner mold 10 and a plurality of horizontal support rods 22 that are arranged in the truss body from top to bottom. The transverse support rods 22 are all arranged on the same vertical plane;

The inner mold 10 includes an upper formwork and two inner formworks symmetrically arranged under the left and right sides of the upper formwork; the truss body includes a horizontal support frame supported under the upper formwork and two symmetrically connected to the upper formwork. The vertical support below the left and right sides of the horizontal support frame and supports the inner formwork, the two vertical supports are connected as one by multiple horizontal support rods 22;

Said inner mold supporting frame 17 is symmetrically provided with an inner mold walking slide beam 29, said inner mold walking sliding beam 29 is arranged horizontally and arranged along the longitudinal bridge direction, said inner mold supporting frame 17 is supported on two said On the inner mold walking slide beam 29, the two inner mold walking slide beams 29 are arranged symmetrically under the left and right sides of the horizontal support frame; The vertical hanger at the front end of the inner mold running slide beam 29, the rear vertical hanger 20 of the inner mold is a vertical hanger connected between the top plate of the cast beam section 18 on the rear side and the rear end of the inner mold running slide beam 29. pole.

In this embodiment, the truss body is arranged inside the inner mold 10, and the truss body and the two inner formworks are arranged vertically.

The longitudinal connecting member is a longitudinal connecting rod arranged along the longitudinal bridge direction, and the number of the longitudinal connecting rod is multiple. In this embodiment, the longitudinal connecting rod is an angle steel.

In this embodiment, the transverse support rods 2 and the truss body are arranged along the direction of the transverse bridge, and the transverse support rods 2 are arranged horizontally.

In this embodiment, the number of vertical suspenders 19 in front of the inner mold is two and the two are arranged symmetrically; The vertical suspenders 20 are arranged symmetrically, and the two groups of said inner mold rear vertical suspenders 20 all include one or two said inner mold rear vertical suspenders 20 .

In the present embodiment, the quantity of the front vertical suspender 13 of the bottom mold is six, and the front vertical suspender 13 of the six described bottom mold is arranged on the same vertical plane from left to right;

The six front vertical suspenders 13 of the bottom mold include two front inner suspenders symmetrically arranged on the left and right sides in front of the cantilever beam section 1 and two sets of front outer suspenders symmetrically arranged on the left and right sides of the cantilever beam section 1 Each set of said front and outer suspenders includes two said front and outer suspenders located outside the outer formwork 6 .

In this embodiment, the number of the front vertical suspenders 15 of the side form is two.

In this embodiment, the triangular truss 2 includes a longitudinal beam, a column whose bottom is installed on the longitudinal beam, and front and rear diagonal stay rods located on the front and rear sides of the column. The longitudinal beam, the column, The front diagonal stay rod and the rear diagonal stay rod are located on the same vertical plane; the upper ends of the front diagonal stay rod and the rear diagonal stay rod are hingedly connected to the top of the column, and the bottom of the column, The bottoms of the front and rear diagonal stays are hingedly connected to the longitudinal beams;

Both the front upper beam 8 and the rear upper beam 9 are installed on the longitudinal beam.

In this embodiment, the main truss is the main load-bearing structure of the hanging basket, and the rods used in the triangular truss 2 are all square-section rods composed of ordinary hot-rolled channel steel. Connected with steel pins.

In this embodiment, the main truss also includes an upper and middle crossbeam 23, and the middle parts of the four triangular trusses 2 are fastened and connected through the upper and middle crossbeams 23; The rear vertical hanger 14 of the bottom mold is connected between the upper middle beam 23 and the lower rear beam 12 .

The quantity of the vertical suspender 14 behind the bottom mold is two, and the vertical suspender 14 after the two said bottom mold is left and right symmetrically arranged, and the vertical suspender 14 behind the said bottom mold is positioned at the outside of the outer mold 6 .

In this embodiment, the lifting structure of the bottom mold also includes a plurality of rear inner vertical suspenders 24 arranged on the same vertical plane from left to right, and the rear inner vertical suspenders 24 are connected with the rear vertical suspension of the bottom mold. The vertical suspenders 14 are arranged on the same vertical plane; the rear inner vertical suspenders 24 are connected between the rear lower beam 12 and the bottom plate of the rear beam section 18, and the upper part of the rear inner vertical suspenders 24 It is located in the inner cavity of the cast beam section 18 on the rear side.

During actual use, the front vertical boom 13 of the bottom mold, the rear vertical boom 14 of the bottom mold, the front vertical boom 15 of the side mold, the rear vertical boom 16 of the side mold, and the front vertical boom of the inner mold can be adjusted according to specific needs. Carry out corresponding adjustment respectively to the quantity and the layout position of the vertical hanger 20 behind the hanger bar 19 and the inner mold.

Simultaneously, the double-limb triangular hanging basket described in step 2 also includes a running system;

The running system includes two running gears 25 symmetrically installed under the left and right sides of the main truss, and each running gear 25 is located directly below one of the truss groups; the rear cast beam section 18 Two longitudinal rails 26 for running gear 25 are laid on the top plate, and the longitudinal rails 26 are arranged along the longitudinal bridge direction.

In this embodiment, as shown in FIG. 9 , the longitudinal track 26 includes a plurality of lower transverse beams 26-1 arranged on the top plate of the rear side cast beam section 18 from front to back, and two lower transverse beams 26-1 arranged on the multi-track. The longitudinal rails 26-2 above the left and right sides of the lower transverse beam 26-1 and the upper transverse beams 26-3 arranged on the two longitudinal rails 26-2 from front to back, the lower transverse beams 26- 1 and the upper transverse beam 26-3 are arranged along the direction of the transverse bridge, and the longitudinal rail 26-2 is arranged along the direction of the longitudinal bridge;

The plurality of lower transverse beams 26-1 and the plurality of upper transverse beams 26-3 are fastened together through two longitudinal rails 26-2; each of the upper transverse beams 26-3 passes through a Or a plurality of embedded parts 27 whose lower parts are embedded in the rear side cast beam section 18 are fixed above the rear side cast beam section 18; The stop nut, the stop nut is located above the upper transverse beam 26-3, and the pre-embedded threaded steel bars are arranged vertically;

Described walking mechanism 25 comprises the front support that is installed in the front upper crossbeam 8 below and the rear support that is installed in rear upper crossbeam 9 below, and described front support and described rear support all can be along two described longitudinal The mobile bearing that rail 26-2 moves back and forth.

In this embodiment, the bottom support frame also includes a plurality of longitudinal support beams 28 supported below the bottom formwork 4 from left to right. The plurality of longitudinal support beams 28 are arranged on the same plane and are all along the longitudinal bridge direction. Arrangement, the front lower beam 11 and the rear lower beam 12 are located below the longitudinal support beams 28 , and each of the longitudinal support beams 28 is fastened to the front lower beam 11 and the rear lower beam 12 .

Moreover, the rear lower cross member 12 is located right below the pillar.

During actual construction, the position of the rear lower beam 12 can be adjusted accordingly according to specific needs.

It can be seen from the above that the longitudinal track 26 adopts an integral track, and the rear support adopts two left and right reverse buckle wheels symmetrically arranged, and each of the reverse buckle wheels is installed on a longitudinal rail 26-2, so that it can Effectively guarantee the stability of the heavy-duty hanging basket when walking. At the same time, the effective anchoring of the hanging basket is realized through the longitudinal rail 26 and the embedded parts, which further improves the stability of the flower basket and ensures construction safety.

In this embodiment, the cross section of the longitudinal rail 26-2 is I-shaped.

Since the longitudinal rail 26 is anchored to the rear cast beam section 18 through the embedded parts, the embedded threaded steel bars in the embedded parts are vertical prestressed tendons, and the front support and the longitudinal rail 26 are coated with Butter plays a lubricating effect, and described rear support rolls along longitudinal rail 26 lower edges with reverse buckle wheel, and can move forward under the thrust effect of 2 piercing jacks.

In this embodiment, the constructed cantilever beam is formed by splicing a plurality of cantilever beam segments 1 from the back to the front, and the constructed cantilever beam is a beam segment of a rigid continuous beam. The top surface of the rigid continuous beam is 12m wide, the bottom plate is 9.2m wide, and the flange plate is 1.4m wide. The rigid continuous beam is a concrete box girder with a single-box single-chamber straight web section. The beam height of the top beam section of the middle pier of the rigid continuous beam is 16.5m, the beam height of the middle span and the end of the side span is 7.5m, the thickness of the web is 1.74m-0.55m, the thickness of the bottom plate is 2.09-0.52m, and the thickness of the roof is 0.62m . The length of the cantilever beam segment 1 is 2.5m-5m. The constructed cantilever beam is connected with the pier top beam section, and the pier top beam section has a weight of 4380kN and an average beam height of 15.696m; the weight of each cantilever beam section 1 is above 2300kN. The thickness of the flange plate root of the rigid continuous beam is 0.87m, and the thickness of the end is 0.27m. The center distance of the outermost vertical prestressed reinforcement is 8.96m. The rigid continuous beam is prestressed in three directions, and the maximum longitudinal prestressed beam is 27 steel strands with a diameter of 15.2mm and a strength grade of 1860MPa. The web vertically adopts double rows of Φ32 fine-rolled rebar, and the top plate adopts five 15.2 steel strand flat anchors.

Due to the high beam height, in order to reduce the length of the hanging basket suspender and lower the center of gravity of the structure, the cantilever beam section is constructed with a triangular hanging basket cantilever. Since the main truss adopts double trusses (truss groups), while meeting the construction requirements, the subsequent When encountering similar projects, the truss group can be divided into two to meet the general bridge hanging basket construction requirements and save costs.

The lifting system is mainly to transmit the force of the hanging basket to the rear cast beam section 18 and the front upper beam 8 . In this embodiment, the front vertical boom 13 of the bottom mold, the rear vertical boom 14 of the bottom mold, the front vertical boom 15 of the side mold, the rear vertical boom 16 of the side mold, and the front vertical boom of the inner mold 19 and the rear vertical suspender 20 of the internal mold are all finished-rolled threaded steel bars, and the connection of the finished-rolled threaded steel bars is connected by a converter to avoid the problem of easy loosening of the connector connection. Compared with ordinary steel plate suspenders, the suspenders made of fine-rolled threaded steel bars are easy to operate and fast in construction. In actual use, the boom is connected to the upper and lower beams to bear the main load, and a chain hoist is used to control the load-bearing and rough adjustment of the height during the movement of the hanging basket.

As shown in Figure 8, the double-legged triangular hanging basket in step 2 also includes two left and right buried anchor structures arranged symmetrically in the cast beam section 18 on the rear side, and each of the buried anchor structures is connected with a one said auxiliary boom 31;

The buried anchor structure includes a pre-embedded steel bar 32 and a connector 30 connected to the bottom end of the pre-embedded steel bar 32, and the pre-embedded steel bar 32 and the connector 30 are all pre-buried in the rear side cast beam section 18; The pre-embedded steel bars 32 and the connectors 30 are arranged vertically and both are located directly above the rear lower beam 12, and the bottom end of the connector 30 is level with the bottom surface of the cast beam section 18 on the rear side where it is located. Qi; the auxiliary boom 31 is arranged vertically, the upper end of the auxiliary boom 31 is tightly connected with the connector 30, and the lower end of the auxiliary boom 31 is connected with the rear lower beam 12; the embedded steel bar 32, The connector 30 and the auxiliary suspender 31 directly below the connector 30 are all arranged on the same vertical line, the auxiliary suspender 31 is a steel bar, and the connector 30 is for connecting the pre-embedded steel bar 32 and the auxiliary suspender 31 Rebar connectors.

Since the beam body of the cantilever beam section 1 is relatively high, the web is relatively thick, the width is large, the volume is large and the weight is heavy, the connection for installing the auxiliary suspender 31 is pre-embedded in the bottom plate of the cast beam section 18 on the rear side. Connector 30, the connector 30 is arranged vertically and it is located directly above the rear lower beam 12, and the bottom end of the connector 30 is flush with the bottom surface of the cast beam section 18 on the rear side where it is located. The auxiliary hanger 31 is arranged vertically, the upper end of the auxiliary hanger 31 is tightly connected with the connector 30 , and the lower end of the auxiliary hanger 31 is connected with the rear lower beam 12 . The number of the auxiliary suspenders 31 is two, and the two auxiliary suspenders 31 are symmetrically arranged on the left and right sides of the bottom plate of the rear side cast beam section 18, and the two auxiliary suspenders 31 are located on the rear side of the poured beam section 18. Between the webs on the left and right sides of the beam segment 18. In this way, the effective anchoring of the bottom of the hanging basket can be realized through the auxiliary suspender 31, and the problem of the partial bearing capacity of the rear lower beam 12 exceeding the limit can be solved to ensure construction safety. Before moving the hanging basket, it is only necessary to unscrew the auxiliary suspension rod 12 from the connector 30, and then normally move the hanging basket forward. The above-mentioned anchoring method based on the combination of the connector 30 and the auxiliary suspender 31 is easy to operate, safe and reliable, and will not leave "scars" on the beam bottom of the cast beam section 18 at the rear side.

In order to meet the needs of anchoring, the rear cast beam section 18 is embedded with pre-embedded steel bars 32, and the bottom end of the pre-embedded steel bars 32 is connected to the connector 30, and the length of the pre-embedded steel bars 32 is not less than 1.2m. The pre-embedded steel bar 32 is arranged vertically and is located directly above the auxiliary hanger 31 , and the upper end of the auxiliary hanger 31 is connected with the connector 30 .

During actual construction, the pre-embedded steel bar 32 and the connector 30 form a buried anchor structure.

In this embodiment, the upper part of the pre-embedded steel bar 32 is provided with a horizontal backing plate 33 and a locking nut 34, the locking nut 34 is located above the horizontal backing plate 33, and the middle part of the horizontal backing plate 33 is provided with a pre-embedded steel bar. 32 vias passing through. Both the horizontal backing plate 33 and the locking nut 34 are poured in the beam section 18 on the rear side.

In this embodiment, the connector 30 is a finish-rolled threaded steel bar connector. The auxiliary suspenders 31 and the pre-embedded steel bars 32 are all finished rolled threaded steel bars.

In this embodiment, the rear cast beam section 18 is a pier top beam section located on a pier in water, that is, the 0# beam section.

In this embodiment, the formwork system further includes a front formwork located at the front side of the cantilever beam segment 1 , the front formwork is supported on the bottom formwork 4 and is located between the two outer forms 6 . The front formwork, inner formwork 10, bottom formwork 4 and outer formwork 6 all adopt truss sheets and steel formwork.

The exoskeleton and truss of the outer mold 6 are assembled and welded by channel steel, and the panel adopts 6mm cold-rolled steel plate. The outer mold 6 is supported on the side mold walking slide beam 21, and the front end of the side mold walking slide beam 21 is suspended on the front upper beam 8 by the front vertical suspender 15 and the slide beam hanger of the side mold, and the side mold walking slide The rear end of the beam 21 is suspended on the middle and upper crossbeam 23 by the vertical suspender 16 behind the side formwork. The middle crossbeam and the column are on a vertical plane. on the longitudinal beams of the four triangular trusses 2 . A rear hanger is arranged between the vertical hanger rod 16 and the side mold walking slide beam 21 after the said side mold, and a rolling bearing is arranged on the rear hanger. frame slide.

When the hanging basket is walking, the front lower crossbeam 11 is hung on the front upper crossbeam 8, and the rear lower crossbeam 12 is hung on the sideform running slide beam 21, which moves forward synchronously with the main truss.

The inner mold support frame 17 is supported on the inner mold walking slide beam 29, the front end of the inner mold walking slide beam 29 is suspended on the front upper beam 8 by the front vertical suspender 19 of the inner mold, and the inner mold walking slide beam 29 rear end After passing through the inner mold, the vertical suspension rod 20 is suspended on the top plate of the cast beam section 18 at the rear side. A rear hanger is arranged between the vertical suspender 20 and the inner mold walking slide beam 29 after the said inner mold, and a rolling bearing is arranged on it. frame slide.

As shown in FIG. 11 , FIG. 12 and FIG. 13 , the lateral support rods 22 and the truss body are arranged along the direction of the transverse bridge, and the lateral support rods 22 are arranged horizontally.

The horizontal support frame is a pull-out assembly type support frame, and the pull-out assembly type support frame includes a middle support 1-3 and two symmetrically arranged on the left and right sides of the middle support 1-3 and can be drawn horizontally. The upper bracket 1-4, the middle bracket 1-3 and the two side brackets 1-4 are arranged vertically; the two side brackets 1-4 are arranged on the same vertical plane, so The middle bracket 1-3 is located at the front side or the rear side of the side bracket 1-4; the middle bracket 1-3 and the two side brackets 1-4 are plane trusses arranged vertically, so The middle bracket 1-3 includes a first upper chord 1-3-1, a first lower chord 1-3-2 located directly below the first upper chord 1-3-1, and a plurality of connecting rods connected to the first upper chord 1 - the first web 1-3-3 between 3-1 and the first lower chord 1-3-2, each of said side brackets 1-4 includes a second upper chord 1-4-1, located at The second lower chord 1-4-2 directly below the second upper chord 1-4-1 and a plurality of second upper chords 1-4-1 and the second lower chord 1-4-2 connected between the second web 1-4-3; the first upper chord 1-3-1 and the second upper chord 1-4-1 are upper template support rods supporting the upper template, and the first lower chord Both the rod 1-3-2 and the second lower chord rod 1-4-2 are straight rods arranged horizontally and both are arranged on the same horizontal plane;

The inner end of the second upper chord 1-4-1 is equipped with a plurality of upper horizontal connectors 1-5 from left to right, and the plurality of upper horizontal connectors 1-5 are all arranged on the same horizontal plane. The upper horizontal connectors 1-5 are arranged in parallel and perpendicular to the second upper chord 1-4-1; the first upper chord 1-3-1 has a plurality of openings from left to right. The upper horizontal adjustment holes 1-6 for the upper horizontal connectors 1-5 to be installed respectively;

The inner end of the second lower chord 1-4-2 is equipped with a plurality of lower horizontal connectors 1-7 from left to right, and the plurality of lower horizontal connectors 1-7 are all arranged on the same horizontal plane. The lower horizontal connectors 1-7 are arranged in parallel and arranged vertically with the second lower chord 1-4-2; A lower horizontal adjustment hole 1-8 for the installation of the lower horizontal connector 1-7 respectively;

Both the upper horizontal adjustment hole 1-6 and the lower horizontal adjustment hole 1-8 are elongated holes.

In this embodiment, the first upper chords 1-3-1 of all middle brackets 1-3 in the truss body are fastened and connected as a whole through the longitudinal connectors, and all sides on the left side of the truss body The second upper chords 1-4-1 of the upper brackets 1-4 are all fastened and connected as a whole through the longitudinal connectors, and the second upper chords 1 of all side brackets 1-4 on the right side in the truss body -4-1 are all fastened and connected as a whole through the longitudinal connectors.

In this embodiment, both the upper horizontal connecting piece 1-5 and the lower horizontal connecting piece 1-7 are connecting bolts.

In actual use, the upper horizontal connecting piece 1-5 and the lower horizontal connecting piece 1-7 can also use other types of connecting pieces.

In this embodiment, the vertical support is a vertical support rod 1-9, and the upper end of the vertical support rod 1-9 is connected to the outer end of the second upper chord 1-4-1 in a hinged manner.

In actual use, the first upper chord 1-3-1, the first lower chord 1-3-2, the first web 1-3-3, the second upper chord 1-4-1, the second lower chord Both the rod 1-4-2 and the second web rod 1-4-3 are shaped steel rods.

As shown in FIG. 11 , the transverse support rod 22 is a length-adjustable rod.

In this embodiment, the length-adjustable rod includes a horizontal threaded sleeve and two horizontal threaded rods coaxially sleeved on the left and right sides of the horizontal threaded sleeve, and the outer ends of each horizontal threaded rod are fixed Installed on the vertical support.

In this embodiment, the horizontal threaded rod is connected to the vertical support in a threaded manner.

During actual use, the two side brackets 1-4 can be pulled synchronously according to the actual support requirements. Each of the side brackets 1-4 is connected to the middle bracket 1-3 to complete the coarse adjustment process of the present invention; after that, the present invention is supported in the inner mold 10.

Since the upper horizontal adjustment hole 1-6 and the lower horizontal adjustment hole 1-8 are elongated holes, after the present invention is supported in the inner mold 10, the upper horizontal adjustment hole 1-6 and the lower horizontal adjustment hole 1-8 are used to 8. Make fine adjustments to the two side brackets 1-4 in the horizontal direction, so as to achieve the purpose of stably supporting the inner mold 10 in the present invention.

As shown in Figure 10, the triangle hanging basket with two limbs described in step 2 also includes a bottom mold adjustment structure; 4 above and the bottom beam formwork 2-4 for forming and constructing the bottom of the cantilever beam section 1, the rear side baffle plate 2-2 is arranged vertically; between the beam bottom formwork 2-4 and the bottom formwork 4 It is a sand-filled structure 2-5, the rear side baffle 2-2 and the front formwork 2-7 are arranged in parallel and both are arranged along the transverse bridge direction, the rear side baffle 2-2 and the front formwork 2- 7 are clamped between two side templates 6 symmetrically arranged on the left and right sides of the bottom template 4;

The rear side baffle 2-2 is located under the front side of the rear side cast beam section 18, the top of the rear side baffle 2-2 is supported on the bottom surface of the rear side cast beam section 18, and the cantilever The beam section 1 and the rear cast beam section 18 are both concrete beams; the rear side baffle 2-2 is located behind the beam bottom formwork 2-4, and the bottom formwork 4, rear side baffle 2-2, rear The bottom surface of the side cast beam section 18, the front formwork 2-7 arranged vertically on the bottom formwork 4 and the two side formworks 6 enclose the filling cavity of the sand filling structure 2-5. The formwork 2-7 is divided into a bottom formwork section located on the front side of the sand-filled structure 2-5 and an upper formwork section for molding the front end of the cantilever beam segment 1; the beam bottom formwork 2-4 is supported by the sand-filled structure 2-5, the rear end of the beam bottom formwork 2-4 is supported on the front end of the bottom surface of the cast beam section 18 on the rear side, and the front end of the beam bottom formwork 2-4 is supported on the front end formwork 2-7. The beam bottom template 2-4 is clamped between the two side templates 6.

Wherein, the sand used in the sand filling structure 2-5 is the sand used in conventional engineering construction, that is, fine stone particles.

In this embodiment, the beam bottom formwork 2-4 is a bamboo plywood.

In actual use, the beam bottom template 2-4 can also use other types of templates, such as planks.

In this embodiment, the rear side baffle 2-2 is a steel plate.

In order to be fixed securely, the bottom template 4 is provided with a limit beam 2-9 for limiting the rear side baffle 2-2, the limit beam 2-9 is arranged horizontally and along the direction of the bridge, The limit beam 2-9 is located at the bottom rear side of the rear side baffle 2-2.

In this embodiment, the bottom template 4 is provided with an oblique support 2-13 for supporting the front template 2-7, the oblique support 2-13 is located on the front side of the front template 2-7, and the oblique The bottom of the support 2-13 is supported on the bottom template 4, and the upper end of the oblique support 2-13 is supported on the front template 2-7.

During actual construction, it is only necessary to lower the bottom formwork 4 and lengthen the two side formworks 6 correspondingly, then arrange the rear side baffle 2-2 and the front formwork 2-7 to form a filling cavity, and fill the filling cavity with sand Form the sand-filled structure 2-5, and then lay the beam bottom formwork 2-4 on the sand-filled structure 2-5. Like this, just can form the double-deck bottom mold that is made up of bottom formwork 4, rear side baffle plate 2-2, sand filling structure 2-5 and beam bottom formwork 2-4, can effectively solve the hanging basket bottom mold overlapping problem.

At the same time, the bottom mold adjustment structure also includes a crossbeam support rod 2-15 for supporting the rear lower crossbeam 12. Above, the bottom of the beam support rod 2-15 is supported on the pier 36 in the water.

In this embodiment, the bottom of the beam support rod 2-15 is supported on the fixed pier top bracket on the underwater pier. The underwater pier 36 is a double thin-walled pier.

In this embodiment, the rear cast beam section 18 is a pier top beam section (also called 0# beam section) supported on a water pier, and the cantilever beam section 1 is connected to the front end of the 0# beam section 1# beam section.

The connection between the 0# beam section and the 1# beam section is a section change, the bottom plate at the rear end connection of the 1# beam section is a slope point, and the bottom plate of the 0# beam section end section is 45° Slope surface, while the longitudinal slope at the bottom of the 1# beam section is 11°°, so the lower beam 12 behind the hanging basket is located on the 45° slope surface during the construction of the 1# beam section, resulting in the normal bottom formwork of the hanging basket being lower than the bottom plate of the 1# beam section The design position of the hanging basket is about 90cm. The bottom formwork of the hanging basket cannot be closely attached to the beam bottom of the 1# beam section. At the same time, the suspension of the bottom formwork will easily lead to the instability of the bottom formwork. The above-mentioned double-layer bottom formwork can effectively solve the problem of bottom formwork overlap. At the same time, because the longitudinal slope of the beam bottom of the 1# beam section is relatively large, the beam support bar 2- 15. Increase the stability of the bottom mold. The number of the crossbeam support rods 2-15 is two, and the two crossbeam support rods 2-15 are respectively supported on the front and rear sides of the rear lower crossbeam 12, and the bottom of the crossbeam support rods 2-15 is supported on a triangular On the bracket 2-14 and its top supports on the rear lower crossbeam 12. The triangular bracket 2-14 is a pier top bracket.

Due to the large longitudinal slope at the bottom of the 1# beam section, there is a horizontal thrust on the bottom formwork of the hanging basket when pouring concrete, and the friction force between the double-layer bottom formwork and the concrete of the poured beam section 18 on the rear side is relatively small. The stability of the lower crossbeam 12 is the key, and adopting two said crossbeam support rods 2-15 can effectively solve the stability problem of the bottom mold.

In the actual construction process, when the long-span rigid frame continuous beam is usually a variable-section beam, the variable-section beam refers to the use of a larger section where the bending moment is larger, and a smaller section where the bending moment is smaller. A beam whose section varies along the axis is called a variable section beam. During the construction process of the cantilever beam section of the rigid frame continuous beam by using the hanging basket, when the cantilever beam section to be constructed is a variable-section beam composed of multiple cantilever beam sections spliced from the back to the front, since the bottom of each cantilever beam section is If the slope surface at the bottom of each cantilever beam section has a different inclination angle along the longitudinal bridge direction (that is, the longitudinal slope angle at the bottom of the beam), the connection between two adjacent cantilever beam sections is the slope change point. For example, the end section of the last cantilever beam section is a 45° slope, and the bottom longitudinal slope of the next cantilever beam section is 11°, so that the lower beam behind the hanging basket is located on a 45° slope during the construction of the next cantilever beam section Therefore, the normal bottom formwork of the hanging basket is lower than the corresponding height of the design position of the bottom plate of the currently constructed cantilever beam section, which makes it difficult to overlap the bottom formwork. Therefore, adopting the adjustment structure of the bottom mold can effectively solve the above-mentioned problems.

In addition, during the construction process of the cantilever beam section 1 of the rigid continuous beam by using the hanging basket, when the cantilever beam section 1 to be constructed is a variable-section beam, and the inner cavity width of the cantilever beam section 1 to be constructed is gradually increased from the back to the front. When increasing, the width of each internal mold truss in the internal mold support frame needs to be adjusted accordingly. However, the internal mold trusses used today are all fixed trusses, and their structure and size cannot be adjusted accordingly according to the application occasion. Multiple sets of internal formwork trusses need to be processed correspondingly, and the investment cost is high. In addition, the internal formwork trusses need to be replaced before construction of each cantilever beam segment. The construction process is complicated, labor-intensive and time-consuming. Using the internal mold truss shown in Figure 11 can solve the above problems, and is easy to operate, especially suitable for construction occasions with a large number of cantilever beam segments 1 .

In step 2, when using the double-legged triangular hanging basket to carry out construction on a plurality of the cantilever beam segments 1 from the back to the front, the process is as follows:

Step 2021, the construction of the rear end beam section includes the following steps:

Step A1, hanging basket installation: install the double-legged triangular hanging basket on the pier top beam section 35, and make the double-legged triangular hanging basket at the construction position of the rear end segment;

Step A2, hanging basket cantilever construction: using the double-legged triangular hanging basket described in step A1 to construct the rear end segment, and obtain the rear end segment formed by construction;

Step 2022, the construction of the next cantilever beam segment includes the following steps:

Step B1, moving the hanging basket forward: moving the triangular hanging basket with two limbs forward to the construction position of the next cantilever beam segment 1;

Step B2, hanging basket cantilever construction: using the double-legged triangular hanging basket described in step B1 to construct the next cantilever beam segment 1;

Step 2023, repeat step 2022 one or more times until the construction process of the cantilever beam section is completed.

In this embodiment, when the cantilever construction of the hanging basket is carried out in step A2, two buried anchor structures are pre-embedded in the rear end beam section;

During the cantilever construction of the hanging basket in step B2, two buried anchor structures are pre-embedded in the cantilever beam segment 1 currently being constructed.

In this embodiment, after the hanging basket is installed in step A1, in order to ensure the safety of the hanging basket construction, it is necessary to pre-press the double-legged triangle hanging basket to simulate the actual combined stress state of the hanging basket, and it is planned to use sandbags for pre-pressing construction , using tower cranes with preloading.

When carrying out hanging basket cantilever construction in steps A2 and B2, install the reinforcement cage and prestressed pipes in the cantilever beam section 1 currently under construction; after that, pour concrete, specifically pouring two webs symmetrically from front to back Concrete to the lower chamfer, and then pour the bottom plate from the front to the back. After the bottom plate is poured, continue to pour the web concrete layer by layer symmetrically, and finally pour the roof concrete. The concrete is vibrated with a plug-in vibrator, and a vibrating skylight is set on the inner mold. Insert and vibrate with a thickness of 30cm, insert the next layer of concrete 5 to 10cm, and control the insertion distance within 1.5 times the radius of action of the vibrating rod. Vibrate until the concrete no longer sinks, and the surface is glossy and has no air bubbles. Pull out the vibrator slowly to prevent gaps in the concrete. After the concrete pouring is completed, the surface is covered with geotextiles and sprinkled with water for curing. The concrete surface is always kept moist, and the curing time is more than 7 days. Simultaneously carry out the health preservation of the bottom surface and the side surface. After the strength and elastic modulus of the poured concrete meet the design requirements, the prestressed tension and grouting construction shall be carried out immediately. After the prestressed tension grouting construction is completed, the hanging basket can be moved forward after the cement slurry has finally set.

The above are only preferred embodiments of the present invention, and do not limit the present invention in any way. All simple modifications, changes and equivalent structural changes made to the above embodiments according to the technical essence of the present invention still belong to the technical aspects of the present invention. within the scope of protection of the scheme.

Claims (10)

1. A rigid frame continuous beam side span construction technology is characterized in that: the two ends of the constructed side span beam section (38) are respectively supported on pier (36) and pier (37) in water, and said pier (37) The pier (36) in the water is a reinforced concrete pier; the side-span beam section (38) is composed of a side-span cast-in-place section (39), a side-span closing section (41) and a side-span cantilever section (40). Said side span closing section (41) is connected between side span cast-in-place section (39) and side span cantilever section (40); one end of said side span cast-in-place section (39) is supported on the pier (37) and its The other end is connected with the side span closing section (41), and the side span cantilever section (40) is connected with the pier top beam section (35) supported on the pier (36) in the water; the side span beam section (38) is constructed , the process is as follows: Step 1, pier top beam section construction: utilize the bracket installed on the pier top of the pier (36) in the water to construct the pier top beam section (35); Step 2. Simultaneous construction of the side-span cast-in-place section and the side-span cantilever section: the side-span cast-in-place section (39) is constructed using an attached high-altitude assembly bracket, and the side-span cantilever section (40) is constructed using a double-legged triangular hanging basket construction; The side-span cantilever section (40) is spliced by a plurality of cantilever beam sections (1) arranged from back to front along the longitudinal bridge; when constructing the side-span cantilever section (40), the two limbs The triangular hanging basket constructs the multiple cantilever beam segments (1) respectively from the back to the front; The double-leg triangular hanging basket includes a main truss positioned above the constructed cantilever beam section (1), a formwork system that is positioned directly below the main truss and performs molding construction on the cantilever beam section (1) and the The formwork system is hung on the lifting system of the main truss, and the main truss and the formwork system are fastened and connected as a whole through the lifting system; the cantilever beam segment (1) is a concrete box beam; The main truss includes a front upper beam (8), a rear upper beam (9) and two truss groups symmetrically arranged on the left and right upper sides of the cantilever beam segment (1), and the two truss groups are connected by a transverse connecting frame ( 10) Fasten the connection, the front upper beam (8), the rear upper beam (9) and the transverse connecting frame (10) are all arranged horizontally and all three are arranged along the direction of the transverse bridge, and the two truss groups pass through the front The upper beam (8), the rear upper beam (9) and the transverse connecting frame (10) are fastened and connected as one; each of the truss groups includes two triangular trusses (2) arranged side by side, and the two triangular trusses (2) have the same structure and size and both are vertically arranged, and the two triangular trusses (2) are arranged along the longitudinal bridge direction and are fastened by a plurality of transverse connecting rods (3) between the two connected as a whole; the four triangular trusses (2) in the main truss are all arranged on the same plane, and the front ends of the four triangular trusses (2) are fastened to the front upper beam (8). The rear ends of the triangular trusses (2) are fastened to the rear upper beam (9); When using the attached high-altitude assembly bracket to construct the side-span cast-in-place section (39), the process is as follows: Step 2011, erecting the attached high-altitude assembly bracket: the inner side of the pier (37) is to be erected with the attached high-altitude assembly bracket; The attached high-altitude assembly support includes a high-altitude support located on the inner side of the bridge pier (37) and a plurality of attached connection structures arranged from top to bottom. The structure (4-4) is fastened and fixed on the bridge pier (37), and the attached connection structure (4-4) is arranged horizontally; the bridge pier (37) includes a pile foundation (4-5), supported on the pile foundation The horizontal cap (4-6) on (4-5) and the pier body (4-7) arranged on the horizontal cap (4-6), the pier body (4-7) is a hollow pier; The high-altitude support is a vertical support with a height of not less than 50m, and the vertical support is divided into a plurality of support segments from bottom to top, and the upper and lower adjacent two support segments are connected together by flange fastening ; Described vertical support comprises left and right two well-shaped frames (4-2) that are arranged symmetrically, between two described well-shaped frames (4-2) is fastened and connected by a plurality of horizontal connection structures that are arranged from top to bottom each described well-shaped frame (4-2) all comprises four vertically supporting steel pipes (4-3) that are evenly arranged along the circumferential direction, and four described vertically supporting steel pipes (4-3) include two inner Steel pipes and two outer steel pipes, each inner steel pipe is provided with one outer steel pipe, between the two inner steel pipes, between the two outer steel pipes, and between each inner steel pipe The outer steel pipes on the outer side are fastened and connected as a whole through multiple steel pipe connecting rods arranged from top to bottom; the four inner steel pipes in the vertical support are arranged in the same On the vertical plane, the four outer steel pipes in the vertical support are arranged on the same vertical plane from left to right along the horizontal bridge direction; the bottoms of the four inner steel pipes are all supported on the horizontal platform (4 -6) on; The inner side of the horizontal cap (4-6) is provided with four anchor piles (4-8) respectively for the bottom support of the outer steel pipe, and the anchor piles (4-8) are arranged vertically; One said anchor pile (4-8) is arranged directly below the said outer steel pipe, and said anchor pile (4-8) is a reinforced concrete pile; The attached connecting structure (4-4) includes a connecting beam (4-9) and four horizontal connecting rods (4-11), and the connecting beams (4-9) are arranged horizontally along the direction of the bridge. Layout, the connecting beam (4-9) is fastened and fixed on the inner wall of the pier body (4-7) through a plurality of pull rods (4-10); each inner steel pipe and the connecting beam (4-9) They are fastened and connected by one horizontal connecting rod (4-11); multiple said tie rods (4-10) are arranged on the same horizontal plane from left to right and are all fixed on the pier body (4-7) On the inner side wall of the pull rod (4-10), the pull rods (4-10) are arranged horizontally and along the longitudinal bridge direction; the outer ends of each pull rod (4-10) are fixed on the connecting beam (4-9), and each The inner ends of the tie rods (4-10) extend into the inner cavity of the pier body (4-7), and each of the tie rods (4-10) is fixed on the inner side of the pier body (4-7) On the wall; on the inner wall of the pier body (4-7), there are a plurality of tie rod installation holes for the pull rods (4-10) to pass through, and on the connecting beam (4-9) there are holes from left to right A plurality of through holes for the pull rods (4-10) to pass through; Step 2012, formwork support: set up a formwork support frame on the attached high-altitude assembly support and bridge pier (37) described in step 2011, and set up the opposite side span cast-in-place section (18) on the formwork support frame for forming construction The forming template; the template support frame is a horizontal support frame; Step 2013, pouring construction of the cast-in-place section of the side span: using the forming template (42) described in step 2012 to perform pouring construction of the cast-in-place section of the side span (18); Step 3, closing the side spans: After the construction of the side span cast-in-place section (39) and the side span cantilever section (40) described in step 2 is completed, the side span closing section (41) is constructed to complete the side span beam section (38) close up. 2. according to a kind of rigid frame continuous beam side-span construction technology described in claim 1, it is characterized in that: said pull bar (4-10) in step 2011 is finish-rolled threaded steel bar; Each said pull bar (4-10 ) are fitted with outer lock nuts (11) at the outer ends, and the connecting beams (4-9) are clamped between the pier body (4-7) and the outer lock nuts (11); each of the tie rods The inner ends of (4-10) are all sleeved with inner lock nuts (11), and the inner lock nuts (11) are located in the inner cavity of the pier body (4-7). 3. A rigid frame continuous beam side span construction process according to claim 1 or 2, characterized in that: in step 2011, the horizontal distance between the inner steel pipe and the outer steel pipe located outside it is 2m-3m, The clear distance between the inner steel pipe and the pier body (4-7) is not greater than 4m; The outer diameter of the vertical supporting steel pipe (4-3) is φ0.5m～φ0.6m; The lower segment of the anchor pile (4-8) is an anchor section anchored on the river bed, the length of the anchor section is not less than 1m, and the pile diameter of the anchor pile (4-8) is φ0.8m～φ1 .2m; The vertical distance between two adjacent attachment connection structures (4-4) up and down is 10m-15m. 4. According to claim 1 or 2, the construction process of a rigid continuous beam side span is characterized in that: in step 2011, the tie rod installation hole is a drawing tendon hole, and the drawing tendon hole is a pair of piers Body (4-7) forming construction uses the pier body forming formwork to carry out the through hole through which the formwork tension bars pass, and the pier body forming formwork includes the pier body outer mold and the pier body arranged inside the pier body outer mold mold, the formwork tie bars are horizontal tie bars connected between the pier body outer formwork and the pier body inner formwork; When constructing the side span closing section (41) in the step 3, the closing section hanger is used for construction. 5. according to claim 1 or 2 described a kind of rigid frame continuous beam side span construction technology, it is characterized in that: the vertical support described in step 2011 is provided with formwork support frame (4-12), and described formwork supports Frame (4-12) is a horizontal support frame; The horizontal support frame includes two lower beams (4-13) arranged on the same horizontal plane, multiple horizontal longitudinal beams (4-14) arranged on the same horizontal plane from left to right, and multiple horizontal longitudinal beams (4-14) arranged on the same horizontal plane from front to back. On the upper crossbeam (15) on the same horizontal plane, one said lower crossbeam (4-13) is arranged on the top of four said inner steel pipes, and one said lower crossbeam (4-13) is arranged on the top of four said outer steel pipes , each said horizontal beam (4-14) is all laid on two said lower beams (4-13), each said upper beam (15) is all laid on multiple said horizontal beams (4 -14) above; the lower beam (4-13) and the upper beam (15) are arranged along the horizontal bridge direction, and the horizontal longitudinal beams (4-14) are arranged along the longitudinal bridge direction; each horizontal longitudinal beam The inner ends of (4-14) are all supported on the pier body (4-7). 6. according to claim 1 or 2 described a kind of rigid frame continuous beam side span construction technology, it is characterized in that: the formwork system described in step 2 comprises the internal formwork (10) that is positioned at the cantilever beam segment (1) inner side, The bottom formwork (4) located at the bottom of the cantilever beam section (1), the bottom support frame located below the bottom formwork (4) and supporting the bottom formwork (4), and two symmetrically arranged on the cantilever beam section (1) The outer molds (6) on the left and right sides, each of the outer molds (6) is provided with a side mold support frame (7); The crossbeam (11) and the rear lower crossbeam (12) located under the rear side of the bottom template (4), the front lower crossbeam (11) and the rear lower crossbeam (12) are arranged horizontally and both are arranged along the direction of the cross bridge , the front lower crossbeam (11) is located directly below the front upper crossbeam (8); the inside of the inner mold (10) is provided with an inner mold support frame (17); The lifting system includes a bottom form lifting structure for lifting the bottom support frame, two left and right symmetrical layouts and a side form lifting structure for lifting the side form support frame (7) and an inner mold ( 10) The inner mold lifting structure for lifting, the two side mold support frames (7) are arranged on the left and right sides of the cantilever beam segment (1) respectively; The front vertical hanger (13) of the bottom form between the crossbeam (8) and the front lower crossbeam (11) and the back vertical hanger (14) of the bottom form connected between the main truss and the rear lower crossbeam (12) ), each of the sideform lifting structures includes being connected to the front vertical suspension rod (15) of the sideform between the front upper crossbeam (8) and the sideform support frame (7) and being connected to the rear upper crossbeam (9) ) and the sideform rear vertical suspender (16) between the sideform support frame (7), and the described inner mold lifting structure includes the The front vertical hanger (19) of the inner mold and the rear vertical hanger (20) of the inner mold connected between the rear side cast beam section (18) and the inner mold support frame (17), the said rear side has been cast The beam section (18) is a poured beam section located at the rear side of the cantilever beam section (1) and adjacent to the cantilever beam section (1), and the rear side poured beam section (18) is a concrete box girder. 7. A construction process for rigid continuous beam side spans according to claim 6, characterized in that: the inner mold support frame (17) includes a plurality of inner molds (10) supported from front to back in the inner mold (10). A mold truss, a plurality of internal mold trusses are fastened and connected as a whole through longitudinal connectors; each of the internal mold trusses includes a truss body that is arranged vertically and supports the inner mold (10) and multiple A horizontal support rod (22) arranged in the truss body from top to bottom, the truss body and multiple lateral support rods (22) are arranged on the same vertical plane; The inner mold (10) includes an upper formwork and two inner formworks arranged symmetrically under the left and right sides of the upper formwork; the truss body includes a horizontal support frame supported under the upper formwork and two symmetrically connected The vertical brackets below the left and right sides of the horizontal support frame and support the inner formwork, the two vertical brackets are connected as a whole through multiple horizontal support rods (22); Said inner mold supporting frame (17) is symmetrically provided with an inner mold walking slide beam (29), said inner mold walking sliding beam (29) is horizontally arranged and it is arranged along the longitudinal bridge direction, said inner mold supporting frame ( 17) Supported on the two inner mold running slide beams (29), the two inner mold walking slide beams (29) are arranged symmetrically under the left and right sides of the horizontal support frame; The vertical boom (19) is connected to the front upper beam (8) and the front end of the inner mold walking slide beam (29), and the vertical boom (20) is connected to the rear side of the cast The vertical suspender between the roof of the beam section (18) and the rear end of the inner mold walking slide beam (29); The transverse support rods (22) and the truss body are arranged along the direction of the transverse bridge, and the transverse support rods (22) are arranged horizontally; The horizontal support frame is a pull-out assembly type support frame, and the pull-out assembly type support frame includes a middle support (1-3) and two symmetrically arranged on the left and right sides of the middle support (1-3) and can perform horizontal The drawn side brackets (1-4), the middle brackets (1-3) and the two side brackets (1-4) are arranged vertically; the two side brackets (1 -4) Arranged on the same vertical plane, the middle support (1-3) is located at the front side or rear side of the side support (1-4); the middle support (1-3) and the two The side supports (1-4) are plane trusses arranged vertically, and the middle support (1-3) includes the first upper chord (1-3-1), the first upper chord (1-3 -1) The first lower chord (1-3-2) directly below and a plurality of connecting rods between the first upper chord (1-3-1) and the first lower chord (1-3-2) The first web (1-3-3), each of the side brackets (1-4) includes a second upper chord (1-4-1), located on the front of the second upper chord (1-4-1) The second lower chord (1-4-2) below and a plurality of second webs (1 -4-3); the first upper chord (1-3-1) and the second upper chord (1-4-1) are upper template support rods supporting the upper template, and the first Both the lower chord (1-3-2) and the second lower chord (1-4-2) are straight rods arranged horizontally and both are arranged on the same horizontal plane; The inner end of the second upper chord (1-4-1) is equipped with a plurality of upper horizontal connectors (1-5) from left to right, and the plurality of upper horizontal connectors (1-5) are arranged on On the same horizontal plane, a plurality of said upper horizontal connectors (1-5) are all arranged in parallel and arranged vertically with the second upper chord (1-4-1); said first upper chord (1-3 -1) There are a plurality of upper horizontal adjustment holes (1-6) for the installation of the upper horizontal connectors (1-5) from left to right; The inner end of the second lower chord (1-4-2) is equipped with a plurality of lower horizontal connectors (1-7) from left to right, and the plurality of lower horizontal connectors (1-7) are arranged on On the same horizontal plane, a plurality of the lower horizontal connectors (1-7) are arranged in parallel and are arranged vertically with the second lower chord (1-4-2); the first lower chord (1- 3-2) There are a plurality of lower horizontal adjustment holes (1-8) for the installation of the lower horizontal connectors (1-7) from left to right; Both the upper horizontal adjustment hole (1-6) and the lower horizontal adjustment hole (1-8) are elongated holes; The transverse support rod (22) is a length-adjustable rod. 8. The construction process of a rigid frame continuous beam side span according to claim 6, characterized in that: the double-legged triangular hanging basket described in step 2 also includes a running system; The running system includes two running gears (25) symmetrically installed under the left and right sides of the main truss, and each running gear (25) is located directly below one of the truss groups; On the top plate of the pouring beam section (18), there are two left and right longitudinal rails (26) respectively for the walking mechanism (25) to travel, and the longitudinal rails (26) are arranged along the longitudinal bridge direction; The longitudinal track (26) includes a plurality of lower transverse beams (26-1) arranged on the top plate of the rear side cast beam section (18) from front to back, two lower transverse beams (26-1) arranged in the plurality of lower transverse beams (26) -1) The longitudinal rails (26-2) above the left and right sides and the upper transverse beams (26-3) arranged on the two longitudinal rails (26-2) from front to back, the lower transverse beams (26-3) The beam (26-1) and the upper transverse beam (26-3) are arranged along the direction of the transverse bridge, and the longitudinal rail (26-2) is arranged along the direction of the longitudinal bridge; The plurality of lower transverse beams (26-1) and the plurality of upper transverse beams (26-3) are fastened and connected as one by two longitudinal rails (26-2); each of the upper transverse beams (26-3) are all fixed on the top of the rear side cast beam section (18) by one or more embedded parts (27) embedded in the rear side cast beam section (18); the embedded parts include Pre-embedded threaded steel bars and stop nuts installed on the pre-embedded threaded bars, the stop nuts are located above the upper transverse beam (26-3), and the pre-embedded threaded bars are arranged vertically; Described walking mechanism (25) comprises the front bearing that is installed in the front upper beam (8) below and the rear bearing that is installed in rear upper beam (9) below, and described front bearing and described rear bearing are capable A mobile support that moves back and forth along the two longitudinal rails (26-2). 9. According to a kind of rigid frame continuous beam side span construction process according to claim 6, it is characterized in that: the double-legged triangular hanging basket in step 2 also includes a bottom mold adjustment structure; the bottom mold adjustment structure includes a The rear side baffle plate (2-2) above the rear side of the bottom formwork (4), the beam bottom formwork (4) that is located above the bottom formwork (4) and performs molding construction on the bottom of the cantilever beam segment (1), the rear The side baffles (2-2) are arranged vertically; between the beam bottom formwork (4) and the bottom formwork (4) is a sand filling structure (2-5), and the rear side baffles (2-2 ) and the front template (2-7) are arranged in parallel and both are arranged along the transverse bridge direction, and the rear side baffle (2-2) and the front template (2-7) are clamped on two symmetrically arranged Between the side templates (6) on the left and right sides of the bottom template (4); The rear side baffle (2-2) is located under the front side of the rear side cast beam section (18), and the top of the rear side baffle (2-2) is supported on the rear side of the cast beam section (18). ), the cantilever beam segment (1) and the rear side poured beam segment (18) are both concrete beams; the rear side baffle (2-2) is located behind the beam bottom formwork (4), and the Describe the bottom formwork (4), the rear side baffle plate (2-2), the bottom surface of the rear side cast beam section (18), and the front formwork (2-7) arranged vertically on the bottom formwork (4) ) and two side templates (6) encircle the filling cavity of the sand-filled structure (2-5), and the front-end template (2-7) is divided into a bottom template positioned at the front side of the sand-filled structure (2-5) section and the upper formwork section for shaping the front end face of the cantilever beam segment (1); the beam bottom formwork (4) is supported on the sand filling structure (2-5), and the beam bottom formwork (4) The rear end support is on the front end of the bottom surface of the poured beam section (18) on the rear side, the front end support of the beam bottom formwork (4) is on the front end formwork (2-7), and the beam bottom formwork (4) is clamped on the two between the side templates (6). 10. According to claim 6, a kind of rigid frame continuous beam side span construction process is characterized in that: the double-legged triangular hanging basket described in step 2 also includes left and right two symmetrically arranged beam sections (18 ) within the buried anchoring structure, each of which is connected with an auxiliary suspender (31) below the buried anchoring structure; The buried anchor structure includes a pre-embedded steel bar (32) and a connector (30) connected to the bottom end of the pre-embedded steel bar (32), and the pre-embedded steel bar (32) and the connector (30) are all pre-buried in the rear The side has been poured in the beam section (18); the embedded steel bars (32) and the connectors (30) are arranged vertically and both are positioned directly above the rear lower beam (12), and the connectors ( 30) The bottom end is flush with the bottom surface of the cast beam section (18) on the rear side where it is located; the auxiliary suspender (31) is arranged vertically, and the upper end of the auxiliary suspender (31) is connected to the connector (30) Fasten the connection, the lower end of the auxiliary boom (31) is connected to the rear lower beam (12); the embedded steel bar (32), the connector (30) and the auxiliary The suspenders (31) are all arranged on the same vertical line, the auxiliary suspenders (31) are steel bars, and the connector (30) is a steel bar connecting the pre-embedded steel bars (32) and the auxiliary suspenders (31). device.