CN112482316A

CN112482316A - Gate dam gate machine beam construction method and gate dam gate machine beam structure

Info

Publication number: CN112482316A
Application number: CN202011136606.XA
Authority: CN
Inventors: 郝龙; 刘德兵; 段锋; 宋成年; 孙烨; 惠建伟; 马雄; 薛晓宏; 姜子麒; 杨宝林; 张康锁; 田鹏
Original assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Current assignee: Sixth Engineering Co Ltd of China Railway 20th Bureau Group Co Ltd
Priority date: 2020-10-21
Filing date: 2020-10-21
Publication date: 2021-03-12

Abstract

The invention discloses a gate dam portal crane beam construction method and a gate dam portal crane beam structure, and relates to the technical field of hydraulic engineering. The method comprises the following steps: installing a steel support structure and a combined steel structure on the pier surface of the gate dam, and arranging a bridge girder erection machine track on the steel support structure and the combined steel structure; hoisting the precast beam to be hoisted to a preset position on the gate dam by using a bridge girder erection machine based on the bridge girder erection machine track; and after the hoisting is finished, mounting a cast-in-place shaping combined template on the precast beam, and performing concrete pouring based on the cast-in-place shaping combined template to obtain the gate dam gantry beam. The portal crane beam is changed into a superposed beam form, and the steel support structure and the combined steel structure are used for reinforcing and supporting, so that the hoisting condition of the portal crane precast beam is achieved. After the hoisting is finished, concrete is cast in situ so as to realize the erection and the pouring of the gate girder of the overflow gate dam. The method has obvious advantages for erecting the overflow gate dam body of the hydraulic engineering, is convenient and fast to construct, and has low risk and low cost.

Description

Gate dam gate machine beam construction method and gate dam gate machine beam structure

Technical Field

The invention relates to the technical field of hydraulic engineering, in particular to a gate dam portal crane girder construction method and a gate dam portal crane girder structure.

Background

The method for erecting the gate dam portal crane beam of the hydraulic engineering is selected according to the actual situation on site, and large-scale hoisting equipment or self-made equipment is generally adopted for erecting the gate dam portal crane beam with high fall and large self-weight, so that not only is the construction cost high, but also the installation progress of a metal structure is influenced; if a thin-wall hydraulic pump house structure exists at the top of the dam, the danger of directly using a bridge girder erection machine for erection is large. Aiming at the cast-in-place construction of the concrete portal crane superposed beam, when the floor full-hall support is adopted for cast-in-place construction, the construction period is long, the cost is high, and the construction condition is not met for the project influenced by the weir surface structure.

The above is only for the purpose of assisting understanding of the technical aspects of the present invention, and does not represent an admission that the above is prior art.

Disclosure of Invention

The invention mainly aims to provide a gate dam portal crane beam construction method and a gate dam portal crane beam structure, and aims to solve the technical problem that in the prior art, the construction of the portal crane beam is difficult in a hydraulic engineering project with large height difference and large portal crane beam.

In order to achieve the purpose, the invention provides a gate dam portal crane beam construction method, which comprises the following steps:

installing a steel support structure and a combined steel structure on the pier surface of the gate dam, and arranging a bridge girder erection machine track on the steel support structure and the combined steel structure;

hoisting the precast beam to be hoisted to a preset position on the gate dam by using a bridge girder erection machine based on the bridge girder erection machine track;

and after the hoisting is finished, mounting a cast-in-place shaping combined template on the precast beam, and performing concrete pouring based on the cast-in-place shaping combined template to obtain the gate dam gantry beam.

Optionally, installing a steel support structure and a combined steel structure on the pier face of the gate dam, and setting a bridge girder erection machine track on the steel support structure and the combined steel structure, includes:

respectively installing steel support structures on gate piers at the end part of a portal crane beam, arc door locking holes, a hydraulic pump room and gate piers at the end part of an oil way box beam on the gate dam;

mounting a combined steel structure on the top of the steel support structure to form a track support structure;

and a bridge girder erection machine track is arranged on the track supporting structure.

Optionally, the installing a combined steel structure on top of the steel supporting structure to form a rail supporting structure includes:

mounting a combined steel structure at the top of the steel support structure, and arranging an elevation adjusting piece between the steel support structure and the combined steel structure;

and adjusting the gap between the steel supporting structure and the combined steel structure through the elevation adjusting piece so as to keep the top height of the combined steel structure consistent and form a track supporting structure.

Optionally, before installing a steel support structure and a combined steel structure on the pier face of the gate dam and setting a bridge girder erection machine track on the steel support structure and the combined steel structure, the method further includes:

pre-embedding a sleeve and a working platform support embedded part in the precast beam pouring template to obtain a pre-embedded precast beam pouring template;

and carrying out concrete pouring based on the pre-buried precast beam pouring template to obtain the precast beam.

Optionally, pre-embedding the sleeve and the embedded part of the working platform bracket in the precast beam pouring template to obtain the pre-embedded precast beam pouring template, including:

embedding a plurality of sleeves at a first preset interval downwards from the joint surface of the precast beam pouring template according to a second preset interval;

pre-burying a plurality of working platform support embedded parts at the position, upwards from the horse shoe chamfer of the precast beam, of the first preset distance according to the second preset distance;

and welding a fixing part on the concrete inner surface of the embedded part of the working platform bracket to obtain the embedded precast beam pouring template.

Optionally, based on the bridge girder erection machine track, utilize bridge girder erection machine will wait to hoist precast beam to before the preset position on the gate dam, include:

taking out the sleeve pre-embedded in the precast beam to form a sleeve hole, and arranging a support adjusting block at a preset position of the sleeve hole;

installing a construction support on an embedded part surface of an embedded working platform support in the precast beam;

and arranging a steel base plate angle bead at the bottom of the precast beam, and binding the precast beam based on the steel base plate angle bead and the skid to obtain the precast beam to be hoisted.

Optionally, after the hoisting is completed, a cast-in-place shaping combined template is installed on the precast beam, and concrete is poured based on the cast-in-place shaping combined template to obtain the gate dam gantry beam, including:

after hoisting is finished, preset steel back ridge assemblies are symmetrically installed on two sides of the precast beam based on the sleeve holes so as to install the cast-in-place sizing combined template;

and carrying out concrete pouring based on the cast-in-place sizing combined template to obtain the gate dam gantry crane beam.

Optionally, installing a construction support on an embedded part surface of an embedded working platform support in the precast beam includes:

installing a plane support piece on an embedded part surface of an embedded working platform bracket in the precast beam;

installing a pedal on the basis of the plane support to form a working plane;

and installing a protection component based on the working plane to form a construction support.

Optionally, after the hoisting is completed, installing a cast-in-place sizing combined template on the precast beam, and performing concrete pouring based on the cast-in-place sizing combined template to obtain a gate dam gantry beam, the method further includes:

after the cast-in-place shaping combined template is disassembled, micro-expansion cement mortar is pressed in by a grouting pump to plug the sleeve hole;

and after plugging is finished, removing the support, and performing rust prevention treatment on the surface of the embedded part of the working platform support.

In order to achieve the above object, the present invention further provides a gate dam portal crane girder structure, which is manufactured by applying the gate dam portal crane girder construction method as described above.

In the invention, the portal crane girder is changed into a superposed girder form, so that the construction difficulty is reduced, and the hoisting condition of the portal crane precast girder is achieved by taking the reinforcing support through the steel support structure and the combined steel structure into consideration in the process that the double-guide-beam bridge girder erection machine needs to pass through the pier surface of the gate dam, thereby improving the safety factor. After the hoisting is finished, concrete is cast in situ so as to realize the erection and the pouring of the gate girder of the overflow gate dam. The method has obvious advantages for erecting the overflow gate dam body of the hydraulic engineering, is convenient and fast to construct, and has low risk and low cost.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.

FIG. 1 is a schematic flow chart of a gate beam construction method according to a first embodiment of the present invention;

FIG. 2 is a schematic diagram of a gate dam pier surface;

FIG. 3 is a schematic flow chart illustrating a gate girder construction method according to a second embodiment of the present invention;

FIG. 4 is a schematic view of a gate pier supporting structure at the end of a gantry crane beam;

FIG. 5 is a schematic view of an arched door locking hole support structure;

FIG. 6 is a schematic diagram of a hydraulic pump house support structure;

FIG. 7 is a schematic view of a supporting structure of a gate pier at the end part of an oil way box girder;

FIG. 8 is a schematic flow chart illustrating a third embodiment of a gate dam gantry crane beam construction method according to the present invention;

fig. 9 is a schematic view of a precast beam structure.

The reference numbers illustrate:

reference numerals	Name (R)	Reference numerals	Name (R)
				1	Gate pier at end of upstream gantry crane beam	2	Center line of beam of upstream gantry crane
3	Gate pier at end part of downstream gate machine beam	4	Center line of downstream gantry crane beam
				5	Arc door locking hole	6	Hydraulic pump house
7	Gate pier at end part of oil way box girder	8	Combined section steel beam
				9	Cylindrical combined steel	10	Jack
11	Bolt	12	Sleeve pipe
				13	Work platform support embedded part	14	Fixing piece
15	I-steel	16	Straight steel bar
				17	Steel backing plate angle bead	18	Steel back arris subassembly

The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.

Detailed Description

It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

Referring to fig. 1, fig. 1 is a schematic flow chart of a gate beam construction method of a gate dam according to a first embodiment of the present invention.

In a first embodiment, the gate dam portal crane beam construction method includes the following steps:

s10: and installing a steel support structure and a combined steel structure on the pier surface of the gate dam, and arranging a bridge girder erection machine track on the steel support structure and the combined steel structure.

It should be noted that, for the bottom surface weir surface is higher, the gantry crane girder is bigger, it is difficult to use the conventional construction method. The construction method combines the structural characteristics of the traditional bridge girder erection machine and the portal crane girder, and the portal crane girder is constructed in a form of a superposed beam.

It will be appreciated that a composite beam typically comprises a precast beam and a cast in place section. After the precast beam is poured in advance, the precast beam is hoisted to a construction position through a bridge girder erection machine and then cast in place, and the cast-in-place part and the precast beam can be integrated into a whole, so that the gantry beam is formed.

It will be appreciated that for the hoisting of the precast beam, a bridge girder erection machine is required, and in this embodiment, a double-guide bridge girder erection machine may be used, for which a bridge girder erection machine rail is required. In order to avoid the damage of the pier surface of the gate dam caused by stress when the double-guide-beam bridge girder erection machine operates, the embodiment supports the pier surface through a steel supporting structure and a combined steel structure.

It should be noted that the steel support structure mainly includes a vertical support structure composed of steel pipes and other structures; the combined steel structure mainly comprises a horizontal support structure formed by I-shaped steel and other structures. Of course, other combinations of materials may be used, and the present embodiment is not limited thereto.

Referring to fig. 2, fig. 2 is a schematic diagram of a pier surface of a gate dam. The gate dam sequentially comprises an upstream gate machine beam end gate pier 1, a downstream gate machine beam end gate pier 3, an arc gate locking hole, a hydraulic pump room 6 and an oil way box beam end gate pier 7 from upstream to downstream. The gantry crane beam is erected at the upstream position and the downstream position on the gate dam respectively according to the central line 2 of the upstream gantry crane beam and the central line 4 of the downstream gantry crane beam.

The schematic diagram of the gate dam pier surface is a part of the pier surface of the gate dam. In actual hydraulic engineering, the number of the gate dam holes is determined according to specific conditions, such as 13 holes or 5 holes. The present embodiment is not limited to a specific number of holes.

S20: and hoisting the precast beam to be hoisted to the preset position on the gate dam by using the bridge girder erection machine based on the bridge girder erection machine track.

It should be noted that the preset positions on the gate dam generally refer to the positions of the center line 2 of the upstream gantry crane beam and the center line 4 of the downstream gantry crane beam. During hoisting, the precast beam at the downstream position can be hoisted after the hoisting at the upstream position is finished. Of course, after the portal crane beam at the upstream position is constructed, the precast beam at the downstream position may be hoisted, and the specific mode may be set according to the construction requirement, which is not limited in this embodiment.

It will be appreciated that precast beams are typically cast in a precast beam casting pattern on the ground or other location. The precast beam casting model is generally provided with stirrups and the like. When the concrete vibrating process is carried out, the vibrating rod needs to be prevented from contacting embedded parts stirrups and the like, and the precast beam is timely cleaned after the template is dismantled.

S30: and after the hoisting is finished, mounting a cast-in-place shaping combined template on the precast beam, and performing concrete pouring based on the cast-in-place shaping combined template to obtain the gate dam gantry beam.

It can be understood that in order to carry out the subsequent cast-in-place construction, a cast-in-place shaping combined template needs to be installed. The form and the size of the cast-in-place module can be set according to project requirements. Meanwhile, steel bars, prestressed pipelines and the like are required to be installed according to structural design requirements.

When concrete is poured, the concrete can be put into the warehouse by a natural pump. The top pump pumps water and mortar before conveying concrete, and moistens the pump pipe, and the pumped water and mortar cannot enter the cast-in-situ beam. In actual construction, tensioning and grouting are needed, collision of prestressed pipelines, embedded parts and the like is avoided during construction, and top plate folding roughening and maintenance are timely performed after concrete pouring is completed. And after the strength of the cast-in-place concrete part meets the requirement, carrying out the working procedures of template dismantling, tensioning and grouting and the like to complete construction, thereby obtaining the gate machine beam of the gate dam.

In the first embodiment, the portal crane girder is changed into a superposed girder form, so that the construction difficulty is reduced, and the hoisting condition of the portal crane precast girder is achieved by taking the fact that the double-guide-beam bridge girder erection machine needs to pass through the pier surface of the gate dam and reinforcing and supporting through the steel supporting structure and the combined steel structure into consideration, and the safety factor is improved. After the hoisting is finished, concrete is cast in situ so as to realize the erection and the pouring of the gate girder of the overflow gate dam. This embodiment is erect the advantage to hydraulic engineering overflow gate dam roof beam body obvious, and the construction is convenient, and the risk is low, with low costs.

Referring to fig. 3, fig. 3 is a schematic flow chart of a gate beam construction method of a gate dam according to a second embodiment of the present invention. Referring to the first embodiment, a second embodiment of the gate dam portal crane girder construction method is provided.

In the second embodiment, step S10 includes:

step S101: and steel supporting structures are respectively arranged on gate piers at the end part of the gate beam, the arc gate locking hole, the hydraulic pump room and the gate piers at the end part of the oil way box beam on the gate dam.

Referring to fig. 2, the steel support structure and the combined steel structure are arranged on a main upper door beam end gate pier 1, a main lower door beam end gate pier 3, an arc door locking hole, a hydraulic pump room 6 and an oil way box beam end gate pier 7 to form a structure capable of supporting a bridge girder erection machine track. In particular implementations, support structure installation may continue in an upstream to downstream order. Of course, other sequences may be adopted, and this embodiment does not limit this.

It will be appreciated that the gate dam faces are not completely planar, and that there are different height planes at each section of the face to configure the corresponding equipment. Therefore, steel supports are required to establish a plane to support the bridge crane rails. In a specific implementation, the steel support can be a cylindrical double-spliced combined steel support.

Step S102: and mounting a combined steel structure at the top of the steel support structure to form a track support structure.

It will be appreciated that in order for the bridge girder erection machine track to be more stable, adjustment of the steel support plane clearance is also required to stabilize the plane height. Specifically, a combined steel structure can be installed on the top of the steel support structure, and an elevation adjusting piece is arranged between the steel support structure and the combined steel structure; and adjusting the gap between the steel supporting structure and the combined steel structure through the elevation adjusting piece so as to keep the top height of the combined steel structure consistent and form a track supporting structure.

Referring to fig. 4, fig. 4 is a schematic view of a gate pier supporting structure at the end part of a portal crane beam. It should be noted that the gantry crane beam is divided into an upstream gantry crane beam and a downstream gantry crane beam. Here, the description will be given by taking the upstream door beam as an example. When the gate pier supporting structure at the end part of the portal crane beam is installed, the steel supporting structure adopts the cylindrical double-spliced combined steel support, the steel support with the same section has various specifications and models, such as section length of 1000mm, 600mm, 300mm, 200mm, 100mm and the like, and different sections of steel supports are connected by using M24-90 bolts 11. The steel support is located to erect and is being put at the vertical center line of gate pier, and bearing structure's stability and intensity play decisive role. The combined steel structure adopts a combined steel beam 8, the combined steel beam 8 is longitudinally placed along the gate pier and is erected on the surface of concrete. And a jack 10 and a steel gasket are arranged between the steel supporting structure and the combined steel structure and used as an elevation adjusting piece to finely adjust the height during track installation. The downstream location needs to pass through a hydraulic pump house, and a combined steel structure can be adopted, and the installation mode is referred to above.

In the embodiment, a phi 609-16 splicing head is selected and adopted in consideration of the width of the left and right erected beam bodies and the erection of the steel supports on the steel support surface. The T-shaped beam steel support is placed at the position 300mm away from the upstream side of the bottom splicing head, and the two sections of 600mm cylindrical combined section steel 9 are connected through M24 & 90 bolts 11. The gantry girder is higher, and the steel support adopts three sections of 600mm and one section of 400mm cylindrical combined section steel 9 to place the central position of the gantry girder. The gate pier is 3 meters wide, and the steel support after placement is basically consistent with the center line of the gate pier.

In order to improve the support performance of the combined steel structure, a three-spliced I45b I-steel support is arranged above the gate pier of the T-shaped beam and the gantry crane beam, the center of the I-steel support coincides with the combined steel support and coincides with the center line of the gate pier, and the I-steel support and the combined steel beam 8 form a more stable combined steel structure. Meanwhile, three jacks 10 are arranged between the steel supports and the I-steel arranged on the concrete surface, and the bottom of each I-steel corresponds to one jack 10.

Referring to fig. 5, fig. 5 is a schematic view of a support structure of the arc door locking hole 5. Wherein, in the structure of the arc door locking device, the height is 1700mm, and a double-section 600mm column-shaped combined section steel 9 is adopted. The combined section steel beam 8 is longitudinally placed on the concrete surface of the arc door locking hole. The step is located gate pier central line position, places jack 10 in the second step position and between combined girder steel 8 and the cylindricality combination shaped steel 9. The positions of the columnar combined section steel 9 and the jack 10 are in the gate pier.

Referring to fig. 6, fig. 6 is a schematic diagram of a hydraulic pump room supporting structure. It should be noted that the wall body and the top of the hydraulic pump room 6 are of thin-wall structures, the internal space distance is long, the erection problem is considered in the transverse or longitudinal direction, and the structure is required to be prevented from being damaged. And a combined steel beam 8 is arranged on the wall body and the top of the hydraulic pump house. And (3) supporting the thin-wall structure of the hydraulic pump room, placing the columnar combined section steel 9 along the longitudinal direction, and if equipment is stored, the supporting height is higher than the highest point of the equipment.

Usually, the distance 3200mm from the top surface in 6 bottoms of hydraulic pump room, when using cylindricality shaped steel 9, consider to set up stability, the security of process, avoid the cylindricality concatenation too high. Specifically, can set up three cylindricality combination shaped steel 9, interval 2700mm, the I-steel of shuangpin I45b is placed to cylindricality combination shaped steel 9, lays and accomplishes the back, places jack 10 according to equidistant on the I-steel of shuangpin, can be used to adjust the back and support the roof. The jack 10 is longitudinally placed on the same longitudinal plane as the centerline of the subsequent rail and supports a longitudinal I25b I-beam. The left side and the right side above the hydraulic support hinge seat are respectively made of concrete with the thickness of 1000mm in width and height, the middle of the hydraulic support hinge seat is wide by 1000mm, and the placing distance of the columnar combined section steel 9 is basically equal to the distance between the front steel pillars. After the second-stage concrete pouring of the support hinge is finished, the elevation of the bottom is raised by 1000mm, and two sections of 600mm and one section of 400mm cylindrical combined section steel 9 are connected by bolts.

In addition, when the debugging equipment is installed in a machine room, the equipment needs to be avoided. If the installation of the hydraulic pump room equipment is completed, the columnar combined section steel 9 cannot be placed in the middle for supporting, the columnar combined section steel 9 is symmetrically placed on two sides respectively, and the jack 10 is placed on the columnar combined section steel 9, and the steps are the same as those of the middle placement.

Referring to fig. 7, fig. 7 is a schematic view of a supporting structure of the gate pier at the end part of the oil tank beam. It should be noted that the oil box girder end gate pier 7 is next to the downstream gantry girder end, and the support installation of the downstream gantry girder end can refer to the aforementioned upstream gantry girder end installation process. The end part support of the oil way box beam is positioned at the central position of the T-shaped beam of the door machine beam and the last steel support of the hydraulic pump room, the three sections of 600mm cylindrical combined section steel 9 are lapped, and I45b I-steel is placed at the top of the oil way box beam. The concrete surface of the gate pier 7 at the end part of the oil way box girder can be provided with a combined steel girder 8, the support center of the T-shaped girder steel of the gate pier is basically coincided with the longitudinal central line of the gate pier, and the needed columnar combined section steel 9 and the upstream gate girder are connected by adopting three sections of 600mm combined section steel and one section of 400mm combined section steel through M24 x 90 bolts 11.

Step S103: and a bridge girder erection machine track is arranged on the track supporting structure.

And after the gate dam pier surface supporting structure is installed, installing a track. The track needs to be erected on a stable and safe supporting surface. And (3) paving longitudinal I45b I-shaped steel at the mounting positions of the upstream and downstream gantry beams and the oil way box beam, and finely adjusting the I-shaped steel and the steel support by using a jack. The hydraulic pump house is supported by the column-shaped combined section steel 9, the jack 10 and the longitudinal I-shaped steel above the jack as a whole, and then the transverse beam combined section steel is paved. After the track is installed and formed, the leveling is carried out by utilizing a cast steel or steel plate wedge block and a jack.

In the second embodiment, the rails of the bridge girder erection machine are laid at each position of the pier surface of the gate dam through structures such as cylindrical combined section steel, combined section steel beams, I-shaped steel and the like. Meanwhile, the rail support is adjusted through a jack and the like, so that the rail surface is more stable. The bridge girder erection machine rail is stable and safe, and construction risks can be better avoided.

Referring to fig. 8, fig. 8 is a schematic flow chart of a gate beam construction method of a gate dam according to a third embodiment of the present invention. Referring to the first embodiment and the second embodiment, a third embodiment of the gate dam portal crane girder construction method of the present invention is provided. The present embodiment is explained based on the first embodiment.

In the third embodiment, before step S10, the method further includes:

s01: and embedding the sleeve and the working platform support embedded part in the precast beam pouring template to obtain the precast beam pouring template after embedding.

It can be understood that the precast beam is cast in situ after being cast in advance and hoisted to a construction position through a bridge girder erection machine. The embodiment mode is more convenient for making follow-up precast beam hoist and mount, platform support, concrete placement, can pre-buried sleeve pipe and work platform support built-in fitting, facilitates for follow-up construction. The embedded parts of the working platform bracket can be steel plates or bolts.

During concrete implementation, a plurality of sleeves are embedded at the position, downwards, of the joint surface of the precast beam pouring template at a first preset interval according to a second preset interval; pre-burying a plurality of working platform support embedded parts at the position, upwards from the horse shoe chamfer of the precast beam, of the first preset distance according to the second preset distance; and welding a fixing part on the concrete inner surface of the embedded part of the working platform bracket to obtain the embedded precast beam pouring template. The fixing piece is used for guaranteeing the stability of the embedded part of the working platform bracket, and the fixing piece can be a U-shaped steel bar or an embedded bolt.

Referring to fig. 9, fig. 9 is a schematic view of a precast beam structure. After the steel bars are bound and installed, phi 25PVC sleeves 12 are embedded at the bottom of the combining surface by 200mm at intervals of 1000mm, and two sides of each PVC sleeve 12 are tightly attached to a pouring template and are blocked, so that mortar is prevented from entering the pouring process. Embedding working platform support embedded parts 13 at the position 200mm above a horse shoe chamfer of a precast beam at intervals of 1000 mm; two groups of phi 16 fixing pieces 14 are welded on the inner surface of the concrete by the embedded working platform support embedded parts 13, the fixing pieces 14 are firmly fixed with the stirrups, and the exposed surfaces of the embedded working platform support embedded parts are tightly attached to the pouring template.

S02: and carrying out concrete pouring based on the pre-buried precast beam pouring template to obtain the precast beam.

It should be noted that, during the vibration of the cast concrete, the vibrating rod should avoid contacting the sleeve 12 and the embedded working platform support embedded part 13, the embedded PVC sleeve 12 is pulled out and dredged after the formwork is removed in the required age, and the mortar on the surface of the embedded working platform support embedded part at the bottom is cleaned.

It will be appreciated that the precast girders need to be tied together before they are hoisted by the bridge girder erection machine. Specifically, the sleeve 12 pre-embedded in the precast beam is taken out to form a sleeve hole, and a support adjusting block is arranged at a preset position of the sleeve hole. Specifically, the support adjusting blocks can be installed at hoisting points at two ends of the precast beam. Wherein, the support regulating block can be made of skids, steel assemblies and the like. And respectively installing construction supports on the surfaces of the embedded parts 13 of the embedded working platform supports in the precast beams. The construction support can provide a working platform for constructors during subsequent cast-in-place construction.

In concrete implementation, the installation construction support on the pre-buried work platform support built-in fitting face in the precast beam includes: installing a plane support piece on an embedded part surface of an embedded working platform bracket in the precast beam; installing a pedal on the basis of the plane support to form a working plane; and installing a protection component based on the working plane to form a construction support.

It should be noted that the plane supporting member can be made of section steel and reinforced plate or section steel combined tripod, etc.; the pedal can be made of finished steel springboards and simple steel bar bent frames to form a working plane. Constructors can construct on the working plane, so that convenience of construction is improved. The protective component can be a light metal structure fence or a safety belt hanging device; the safety belt hanging device comprises a gate pier surface anchoring device, a precast beam top anchoring device and a tension suspension cable. When the safety belt suspension device is in construction, one end of the tension suspension cable is fixed on the precast beam, and the other end of the tension suspension cable is connected with constructors, so that the safety of the constructors is guaranteed.

In the embodiment, I-shaped steel 15 with a preset length can be welded or installed through bolts on the surface of an embedded part of a bracket of the working platform, and a plurality of straight reinforcing steel bars 16 are welded on the I-shaped steel; and arranging a steel backing plate angle bead 17 at the bottom of the precast beam, and binding the precast beam based on the steel backing plate angle bead 17 and the supporting and adjusting block to obtain the precast beam to be hoisted.

In the third embodiment, step S30 includes:

step S301: after the hoisting is finished, preset steel back ridge assemblies are symmetrically installed on two sides of the precast beam based on the sleeve holes so as to install the cast-in-place shaping combined template.

The cast-in-situ shaping combined template comprises a cast-in-situ support frame and a cast-in-situ template, wherein the cast-in-situ support frame comprises a steel back ridge assembly and a pull rod. With continued reference to fig. 9, in the present embodiment, I10 h-beams are used to make the steel back ridge component 18, and the steel back ridge component 17 is a double-spliced h-beam, and is processed according to the cross-sectional line shape of the top cast-in-place structure. A net width of 40mm is reserved between flanges of the I-shaped steel and is used for fixing the pull rod; and reserving the thickness of the template of 70mm after the top of the component is processed according to the cross section. In this implementation, the steel back arris is symmetrically installed based on the sleeve hole, and the pull rod is fixed by not less than phi 16.

It should be noted that, as the steel mould is used at high altitude, the stacking space of the hoisting template is limited, the personnel works at high altitude, the danger coefficient is increased, and the cast-in-situ template can be a wood template. When the cast-in-place formwork and the cast-in-place support frame are installed, construction personnel can perform construction on the basis of the construction support frame.

During installation, the bottom is fixed first, so that the whole assembly is temporarily fixed. The cast-in-place support frame adopts a bamboo plywood with the thickness of 20mm, the transverse back edges adopt square timbers with the thickness of 50mm x 100mm, holes are drilled at the positions of the pull rods corresponding to the cast-in-place support frame, and the cast-in-place support frame is fixed by using the pull rods not less than phi 14 after being placed on the component.

Step S302: and carrying out concrete pouring based on the cast-in-place sizing combined template to obtain the gate dam gantry crane beam.

When the concrete is poured, the concrete can be put into the warehouse by a natural pump. The top pump pumps water and mortar before conveying concrete, and moistens the pump pipe, and the pumped water and mortar cannot enter the cast-in-situ beam.

Meanwhile, in order to ensure the pouring effect, the prefabricated beam joint surface can be washed during pouring so as to enable the prefabricated beam joint surface to be in a wet state and have no accumulated water; and pouring concrete to the cast-in-place shaping combined template according to a preset height threshold value, and vibrating to obtain the gate dam gantry beam. Specifically, the free falling height is not more than 1 meter during concrete pouring, a phi 50mm inserted vibrating bar is adopted, the distance between vibrating points is not more than 40cm, the vibrating points are uniformly distributed and 5-10cm away from a template, collision to prestressed pipelines, embedded parts and the like is avoided during construction, and top plate folding roughening and maintenance are timely carried out after concrete pouring is finished. And after the strength of the cast-in-place concrete part meets the requirement, carrying out the working procedures of template dismantling, tensioning and grouting and the like to complete construction, thereby obtaining the gate machine beam of the gate dam.

It should be noted that, because the precast beam has the sleeve hole, it needs to be plugged. Specifically, after the cast-in-place shaping combined template is disassembled, micro-expansion cement mortar is pressed into the cast-in-place shaping combined template by using a grouting pump to plug the sleeve holes. And after plugging is finished, removing the construction support, and performing rust prevention treatment on the surface of the embedded part of the working platform support. When the construction support is dismantled, backward cutting can be carried out from one end to the other end of the construction support, and the exposed surface of the embedded part of the working platform support is subjected to rust prevention treatment.

In the third embodiment, when the precast beam is poured, the sleeve and the working platform support embedded part are embedded, so that convenience is provided for subsequent hoisting and cast-in-place construction, and the construction difficulty is reduced. Meanwhile, the wood template is used as a cast-in-place shaping combined template, and compared with the traditional steel template, the construction risk is reduced. The construction mode provided by the embodiment is low in risk, low in cost and fast in construction progress.

In order to achieve the purpose, the invention further provides a gate dam portal crane beam structure which is manufactured by applying the gate dam portal crane beam construction method in the embodiment. Because this gate dam door machine beam structure has adopted all technical scheme of above-mentioned all embodiments, consequently have all beneficial effects that the technical scheme of above-mentioned embodiment brought at least, no longer repeated description here.

It should be noted that all the directional indicators (such as up, down, left, right, front, and rear … …) in the embodiment of the present invention are only used to explain the relative position relationship between the components, the movement situation, etc. in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indicator is changed accordingly.

In addition, the descriptions related to "first", "second", etc. in the present invention are for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions in the embodiments may be combined with each other, but it must be based on the realization of those skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should be considered to be absent and not within the protection scope of the present invention.

The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes, which are made by using the contents of the present specification and the accompanying drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.

Claims

1. The gate dam portal crane beam construction method is characterized by comprising the following steps:

2. The gate dam gate girder construction method of claim 1, wherein installing a steel support structure and a combined steel structure on a gate dam pier surface and providing a bridge girder erection machine rail on the steel support structure and the combined steel structure, comprises:

3. The method for constructing gate dam door beam as claimed in claim 2, wherein said installing a combined steel structure on top of said steel supporting structure to form a rail supporting structure comprises:

4. The gate dam gate girder construction method according to any one of claims 1 to 3, wherein before installing the steel support structure and the combined steel structure on the gate dam pier surface and arranging the bridge girder erection machine rail on the steel support structure and the combined steel structure, further comprising:

5. The gate dam portal crane girder construction method of claim 4, wherein the embedding of the sleeve and the working platform bracket embedded part in the precast girder pouring template to obtain the pre-embedded precast girder pouring template comprises the following steps:

embedding a plurality of sleeves according to a second preset interval on the surface of the prefabricated beam pouring template, where the joint surface of the prefabricated beam pouring template is located, wherein the first preset interval is downward;

pre-burying a plurality of working platform support embedded parts according to the second preset distance on the surface where the first preset distance is located above the precast beam lower horse shoe chamfer;

6. The gate dam portal crane girder construction method according to claim 4, wherein the hoisting of the precast girder to be hoisted to the preset position on the gate dam by the bridge girder erection machine based on the bridge girder erection machine track comprises:

and arranging a steel base plate angle bead at the bottom of the precast beam, and binding the precast beam based on the steel base plate angle bead and the supporting and adjusting block to obtain the precast beam to be hoisted.

7. The method for constructing a gantry beam of a gate dam of claim 6, wherein after the hoisting is completed, a cast-in-place sizing combined template is installed on the precast beam, and concrete is cast based on the cast-in-place sizing combined template to obtain the gantry beam of the gate dam, comprising:

8. The gate dam gantry beam construction method of claim 6, wherein installing a construction bracket on an embedded part surface of an embedded working platform bracket in the precast beam comprises:

installing a pedal on the basis of the plane support to form a working plane;

9. The method for constructing a gantry beam of a gate dam of claim 6, wherein after the hoisting is completed, a cast-in-place sizing combination template is installed on the precast beam, and concrete is cast based on the cast-in-place sizing combination template to obtain the gantry beam of the gate dam, further comprising:

10. A gate dam portal crane beam structure, characterized in that the gate dam portal crane beam structure is manufactured by applying the gate dam portal crane beam construction method according to any one of claims 1 to 9.