CN113174869A - Construction method of large-span variable-section continuous cast-in-place box girder large-section support system - Google Patents
Construction method of large-span variable-section continuous cast-in-place box girder large-section support system Download PDFInfo
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- CN113174869A CN113174869A CN202110414013.3A CN202110414013A CN113174869A CN 113174869 A CN113174869 A CN 113174869A CN 202110414013 A CN202110414013 A CN 202110414013A CN 113174869 A CN113174869 A CN 113174869A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 225
- 239000010959 steel Substances 0.000 claims abstract description 225
- 239000000725 suspension Substances 0.000 claims abstract description 45
- 230000002787 reinforcement Effects 0.000 claims abstract description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 14
- 238000009434 installation Methods 0.000 claims abstract description 7
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 238000003825 pressing Methods 0.000 claims description 48
- 238000005096 rolling process Methods 0.000 claims description 38
- 239000004744 fabric Substances 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 210000005069 ears Anatomy 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 239000000956 alloy Substances 0.000 claims description 5
- 229910045601 alloy Inorganic materials 0.000 claims description 5
- 239000000498 cooling water Substances 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000013507 mapping Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000009958 sewing Methods 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 5
- 238000005266 casting Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011376 self-consolidating concrete Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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Abstract
The invention relates to a construction method of a large-span variable cross-section continuous cast-in-place box girder large-section support system, which comprises the following steps: 1) construction preparation; 2) installing a stiff stay; 3) installing a support steel pipe; 4) arranging a supporting top beam; 5) constructing a poured section of the box girder; 6) arranging a suspension strut and a prepressing water tank; 7) pouring a close section template after installation; 8) and pouring the gathered concrete after pouring. The invention has the beneficial effects that: the stiff support columns are fastened through the position control sleeves and the column bottom plug blocks, and the support column connecting ribs are arranged between the adjacent stiff support columns, so that the integrity and the arrangement efficiency of the stiff support columns can be effectively improved; the support steel pipe is fastened through the pressure plate fastening bolt, so that the integrity of the support steel pipe is improved, and the stress performance of the support steel pipe is improved; the stress of the first section steel and the second section steel can be tested through the stress sensor, so that the difficulty in controlling the relative position of the cast section of the box girder can be effectively reduced; the difficulty of box girder template installation is reduced, and the problem of box girder steel reinforcement cage location is solved.
Description
Technical Field
The invention relates to a construction method of a large-span variable-cross-section continuous cast-in-place box girder section support system, which can effectively reduce the difficulty of the arrangement of the support system, improve the stress performance of a post-cast closure section and improve the field construction efficiency and is suitable for box girder pouring engineering.
Background
Along with more and more urban construction contents, more and more large-span variable-section continuous cast-in-place box girders are provided. When a large-span variable-section continuous cast-in-place box girder is constructed, the difficulties of field construction are generally concentrated on the aspects of support system arrangement, field casting quality, post-casting closed section concrete casting and the like.
The prior art has a cast-in-place continuous box girder formwork system and a construction method, which comprises a pile-supported cast-in-place continuous box girder bracket system, a cast-in-place continuous box girder outer mold and a cast-in-place continuous box girder inner mold; the pile-supported cast-in-place continuous box girder support system comprises a distribution girder, a Bailey girder, a bearing girder, a buckle device, a steel upright post, a horizontal brace rod, a scissor brace rod, a connecting steel plate, a flange plate, a reinforcing rib, a soft base layer, a hard base layer, a buckle plate ring and a cast-in-place pile; the cast-in-place continuous box girder external mold comprises a flange plate mold, a hinge bolt, a back rib, a side mold, a bottom mold, a safety net, a support rod, an adjustable jacking, a distribution beam, a Bailey beam, a bearing beam, a cross brace and a steel upright post; the cast-in-situ continuous box girder internal mold comprises a steel panel, a side rib, a second bolt, a bar steel, a stay bar, an adjustable jacking, a top rib, a positioning steel bar and a first bolt. Although the construction method solves the problems that the cast-in-situ bored pile steel upright post and the upper transverse bridge bearing beam can be quickly and easily connected and safely and stably connected, the construction method has improvement on the aspects of the laying difficulty of a bracket system, the construction efficiency, the stability of the stress performance and the like.
In view of this, in order to effectively reduce the difficulty of the on-site construction of the large-span variable cross-section continuous cast-in-place box girder section support system and improve the construction quality, the invention is urgently needed to provide the large-span variable cross-section continuous cast-in-place box girder section support system construction method which can reduce the difficulty of the support system layout, improve the stress performance of the post-cast closure section and improve the on-site construction efficiency.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a construction method for a large-span variable-section continuous cast-in-place box girder large-section support system, which can not only reduce the difficulty of the arrangement of the support system, but also improve the field construction efficiency.
The construction method of the large-span variable cross-section continuous cast-in-place box girder large-section support system comprises the following construction steps:
1) construction preparation: constructing a hardened ground and a bridge pier stud, and preparing materials and devices required by construction;
2) installing a stiff stay: determining the plane positions of the position control sleeve and the connecting support pier through field surveying and mapping, and firmly connecting the position control sleeve and the connecting support pier with the hardened ground; firstly, inserting a weight bag body into a position control sleeve from the bottom of a stiff support column, then inserting the stiff support column into the position control sleeve, and then inserting a column bottom plug block into a gap between the stiff support column and the position control sleeve; sleeving a bracing column connecting hoop outside the stiff bracing column, arranging column side connecting grooves on the bracing column connecting hoop, arranging bracing column connecting ribs between the column side connecting grooves opposite to the mirror images, and fastening the bracing column connecting ribs through connecting rib plugs; a support column connecting rod is arranged between the opposite support column connecting hoop and the connecting support pier; arranging pier side anchor ears at the periphery of the poured bridge pier stud, and connecting hoop side connecting ribs on the outer sides of the pier side anchor ears with adjacent stud side connecting grooves through support pillar connecting ribs;
3) installing a support steel pipe: sequentially penetrating a support steel pipe through a frame splicing ring pipe of the steel pipe assembling frame, connecting the frame splicing ring pipe with a pressing plate fastening bolt, applying fastening pressure to a steel pipe pressing plate through the pressing plate fastening bolt, and enabling the steel pipe pressing plate to be tightly attached to the outer wall of the support steel pipe; integrally hoisting the support steel pipes between the stiff support columns, and firmly connecting the support steel pipes with the stiff support columns by using column pipe connecting ribs;
4) arranging a supporting top beam: correcting the top surface elevations of the stiff support column and the support steel pipe, and arranging a support top beam at the top ends of the stiff support column and the support steel pipe; a lacing bar counter pressing plate is arranged inside the supporting top beam, and a fastening lacing bar is arranged between the lacing bar counter pressing plate and the pier side hoop; applying tension stress to the fastening lacing wires, and applying fastening pressure to the support columns and the support steel pipes through the support top beams;
5) constructing a poured section of the box girder: pouring construction of the poured section of the box girder is carried out, and the section steel anchor bars are preset in the poured section of the box girder;
6) the suspension strut and the prepressing water tank are arranged: a supporting control body is arranged between the stiffened supporting column and the poured section of the box girder; according to the weight and space linear requirements of post-pouring closing sections between the poured sections of the box girders, arranging a pre-pressing water tank on the poured sections of the box girders, and applying top pressure to the poured sections of the box girders through a supporting control body; arranging a suspension strut on the poured section of the box girder, and arranging a connecting pad beam between a connecting suspension beam of the suspension strut and the poured section of the box girder; the suspension bracing beam is arranged at the lower part of the poured section of the box girder, and the suspension bracing beam is firmly connected with the connecting suspension beam through the supporting suspension rod; a cooling water pipe is arranged at the position of the pouring section after the poured section of the box girder is close to; one end of the first section steel and one end of the second section steel are firmly connected with the poured section of the box girder through the section steel anchor bars, and the other end of the first section steel and the second section steel are connected with the counter-force supporting body on the poured section of the box girder through the transverse control body; stress sensors are respectively arranged on the first section steel and the second section steel, and transverse jacking pressure is applied to the first section steel and the second section steel through the transverse control body;
7) pouring and closing section templates after installation: the top surface and the bottom surface in the poured section of the box girder are both provided with a strut bottom plate, a fastening strut is arranged between the opposite strut bottom plates, and a built-in strut is arranged on the strut bottom plate; a first bottom die is arranged at the top of the built-in support frame; a suspension cross beam and a second bottom die are sequentially arranged on the suspension support beam, and the second bottom die is tightly connected with the poured section of the box girder through a support suspension rod; the method comprises the following steps that template bracing columns are arranged on suspension bracing beams, a box girder outer mold is arranged on suspension cross beams, a box girder inner mold is arranged in the box girder outer mold, a box girder reinforcement cage is arranged between the box girder outer mold and the box girder inner mold, the template bracing columns are connected with the box girder outer mold through external bracing rods and template pressing plates, and the internal bracing columns are connected with the box girder inner mold through internal bracing rods and template pressing plates; respectively arranging section steel positioning dies between the adjacent first section steels and between the adjacent second section steels;
8) pouring and closing section concrete after pouring: the lower parts of the first section steel and the second section steel are respectively provided with a steel reinforcement cage hanging rib, the steel reinforcement cage hanging rib is connected with the box girder steel reinforcement cage, and the position of the box girder steel reinforcement cage is limited through the steel reinforcement cage hanging rib; and adopting external concrete pouring equipment to perform post-pouring and closing section concrete pouring, and synchronously removing the water body in the pre-pressing water tank through a water tank connecting pipe on the pre-pressing water tank according to the stress conditions of the first profile steel and the second profile steel measured by the stress sensor.
Preferably, the method comprises the following steps: step 2) the weight bag body comprises a wrapping cloth bag and a cloth bag filling body; the wrapping cloth bag is formed by sewing geotextile, and the cloth bag filling body is made of medium-coarse sand material; the stiff stay is formed by rolling a steel pipe; the brace connecting hoop is formed by rolling a steel plate, the cross section of the brace connecting hoop is in a circular ring shape, the inner diameter of the brace connecting hoop is the same as the outer diameter of the stiff brace, the brace connecting hoop comprises two brace side hoop plates with the same shape, and a brace side connecting groove is welded on the outer side of each brace side hoop plate; the column side connecting groove is formed by rolling a steel plate, is U-shaped in cross section and is connected with the column side hoop plate in a welding mode; the brace connecting rib is formed by rolling a steel plate, the cross section of the brace connecting rib is U-shaped, and two ends of the brace connecting rib are embedded into the column side connecting grooves; the support column connecting rod comprises a nut and a screw rod, the fastening directions of the screw rods on the two sides of the nut are opposite, and the two ends of the support column connecting rod are respectively connected with the connected support pier and the support column connecting hoop through the connecting rod rotating hinge.
Preferably, the method comprises the following steps: step 3), the steel pipe assembling frame comprises 4-9 assembling frame ring pipes, the assembling frame ring pipes are arranged in a rectangular shape at equal intervals, and adjacent assembling frame ring pipes are firmly connected through an assembling frame connecting plate; the pipe wall of the frame splicing ring pipe is provided with threads connected with the pressing plate fastening bolt; the pressing plate fastening bolt is formed by rolling a screw rod, a steel pipe pressing plate is inserted into the end of the splicing frame ring pipe and is connected with the steel pipe pressing plate through a side connecting groove.
Preferably, the method comprises the following steps: and 4) arranging the lacing wire back pressure plate at the top or the middle part of the supporting top beam, and binding or welding the lacing wire back pressure plate with the supporting top beam.
Preferably, the method comprises the following steps: step 6) the supporting position control body adopts a hydraulic jack; the suspension strut comprises oblique stay bars and connecting hanging beams, and the oblique stay bars are connected with the connecting hanging beams and the connected oblique stay bars through stay bar connecting hinges; the support hanger rod is formed by rolling a screw rod, one end of the support hanger rod penetrates through the connecting hanging beam and is connected with the connecting hanging beam through a bolt, and the other end of the support hanger rod is connected with the hanging support beam through a hanging groove; the counter-force support body is formed by rolling a steel plate, has an L-shaped cross section and is connected with the poured section of the box girder through a support body anchor bar; the stress sensor adopts a surface strain gauge or a steel plate meter; the cross section of the first section steel and the cross section of the second section steel are in a T shape.
Preferably, the method comprises the following steps: step 7), adopting alloy templates for the first bottom die and the second bottom die; the section steel positioning die adopts an alloy template and is embedded and fixed in a T-shaped channel at the lower part of the first section steel or the second section steel; the external support rod and the internal support rod comprise bolts and screws, the fastening directions of the screws on the two sides of each bolt are opposite, and the external support rod is hinged with the template support column through the support rod end.
The invention has the beneficial effects that:
(1) according to the invention, the upper supporting top beam is supported by combining the stiff supporting columns and the supporting steel pipes, the weight bag body is filled in the stiff supporting columns, the stiff supporting columns can be fastened through the position control sleeves and the column bottom plug blocks, and the supporting column connecting ribs are arranged between the adjacent stiff supporting columns, so that the integrity and the laying efficiency of the stiff supporting columns can be effectively improved.
(2) The steel pipe assembling frame limits the position of the supporting steel pipe, and the supporting steel pipe can be fastened through the pressing plate fastening bolt, so that the integrity of the supporting steel pipe is improved, and the stress performance of the supporting steel pipe is improved.
(3) According to the invention, the transverse jacking force of the transverse control body on the first section steel and the second section steel is utilized, and the stress of the first section steel and the second section steel can be tested through the stress sensor, so that the difficulty in controlling the relative position of the cast section of the box girder can be effectively reduced.
(4) The invention limits the position of the section steel positioning die through the first section steel and the second section steel, and can limit the position of the box girder steel reinforcement cage by means of the steel reinforcement cage hanging ribs, thereby reducing the difficulty of the installation of the box girder template and solving the problem of the positioning of the box girder steel reinforcement cage.
Drawings
FIG. 1 is a construction flow chart of a large section bracket system of a large-span variable cross-section continuous cast-in-place box girder;
FIG. 2 is a schematic view of a stiff brace mounting arrangement;
FIG. 3 is a schematic view of a support steel pipe installation structure;
FIG. 4 is a schematic view of the connection structure of the steel pipe assembling frame and the supporting steel pipe in FIG. 3;
FIG. 5 is a schematic view of a post-pouring closing section pouring construction structure;
FIG. 6 is a schematic structural view of a mold plate of the post-cast close section of FIG. 5;
figure 7 is a schematic cross-sectional view of a brace connector.
Description of reference numerals: 1-hardening the ground; 2-bridge pier stud; 3-position control sleeve; 4-connecting supporting piers; 5-weight bag body; 6-stiff stay; 7-column bottom chock; 8-brace connection hoops; 9-column side connecting groove; 10-brace connecting ribs; 11-connecting rib chock blocks; 12-a strut link; 13-side hoop fastening of pier; 14-hoop side tie bars; 15-supporting the steel pipe; 16-a steel pipe assembling frame; 17-splicing frame ring pipes; 18-platen fastening pins; 19-pressing a steel pipe plate; 20-column tube connecting ribs; 21-supporting top beams; 22-lacing wire counter pressing plate; 23-fastening lacing wire; 24-a box girder cast section; 25-shaped steel anchor bars; 26-supporting control body; 27-post-pouring closing section; 28-prepressing the water tank; 29-a suspension strut; 30-connecting a hanging beam; 31-connecting the bolster; 32-suspension bracing beams; 33-a support boom; 34-a cooling water pipe; 35-first section steel; 36-a second section steel; 37-lateral control body; 38-a counter force support; 39-a stress sensor; 40-a bracket bottom plate; 41-fastening a stay bar; 42-built-in support frame; 43-a first bottom die; 44-a suspension beam; 45-second bottom die; 46-template support columns; 47-box girder external mold; 48-external stay bar; 49-template platen; 50-box girder inner mould; 51-built-in stay bar; 52-section steel positioning die; 53-hanging reinforcement bars in a reinforcement cage; 54-box girder reinforcement cage; 55-water tank connecting pipe; 56-wrapping the cloth bag; 57-bag filler; 58-column side straps; 59-connecting rod rotation hinge; 60-splicing the frame connecting plate; 61-plate side connecting groove; 62-diagonal brace rods; 63-the stay bar is hinged; 64-hanging a hanging groove; 65-support body anchor bars; 66-brace bar end hinge.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Example one
Fig. 1 is a construction flow chart of a large-span variable cross-section continuous cast-in-place box girder section bracket system of the invention, and referring to fig. 1, the construction method of the large-span variable cross-section continuous cast-in-place box girder section bracket system comprises the following construction steps:
1) construction preparation: constructing a hardened ground 1 and a bridge pier stud 2, and preparing materials and devices required by construction;
2) installing a stiff stay: determining the plane positions of the position control sleeve 3 and the connecting support pier 4 by field surveying and mapping, and firmly connecting the position control sleeve 3 and the connecting support pier 4 with the hardened ground 1; firstly, inserting a weight bag body 5 into a position control sleeve 3 from the bottom of a stiff support column 6, then inserting the stiff support column 6 into the position control sleeve 3, and then inserting a column bottom plug block 7 into a gap between the stiff support column 6 and the position control sleeve 3; sleeving a bracing column connecting hoop 8 outside a stiff bracing column 6, arranging column side connecting grooves 9 on the bracing column connecting hoop 8, arranging bracing column connecting ribs 10 between the column side connecting grooves 9 opposite to the mirror images, and fastening the bracing column connecting ribs 10 through a connecting rib plug block 11; a brace connecting rod 12 is arranged between the opposite brace connecting hoop 8 and the connecting brace 4; arranging pier side anchor ears 13 at the periphery of the poured bridge pier stud 2, and connecting hoop side connecting ribs 14 at the outer sides of the pier side anchor ears 13 with adjacent stud side connecting grooves 9 through strut connecting ribs 10;
3) installing a support steel pipe: sequentially penetrating a support steel pipe 15 through a splicing ring pipe 17 of a steel pipe splicing frame 16, connecting the splicing ring pipe 17 with a pressing plate fastening bolt 18, applying fastening pressure to a steel pipe pressing plate 19 through the pressing plate fastening bolt 18, and enabling the steel pipe pressing plate 19 to be tightly attached to the outer wall of the support steel pipe 15; integrally hoisting the support steel pipes 15 between the stiff support columns 6, and firmly connecting the support steel pipes 15 with the stiff support columns 6 by using the column pipe connecting ribs 20;
4) arranging a supporting top beam: correcting the top surface elevations of the stiff support column 6 and the support steel pipe 15, and arranging a support top beam 21 at the top ends of the stiff support column 6 and the support steel pipe 15; a lacing bar counter pressing plate 22 is arranged inside the supporting top beam 21, and a fastening lacing bar 23 is arranged between the lacing bar counter pressing plate 22 and the pier side hoop 13; applying tension stress to the fastening lacing wires 23, and applying fastening pressure to the rigid support columns 6 and the support steel pipes 15 through the support top beams 21;
5) constructing a poured section of the box girder: pouring construction of the poured section 24 of the box girder is carried out according to the current specification, and the section steel anchor bars 25 are preset in the poured section 24 of the box girder;
6) the suspension strut and the prepressing water tank are arranged: a supporting control body 26 is arranged between the stiff stay 6 and the poured section 24 of the box girder; according to the weight and space line shape requirements of post-pouring closing sections 27 between the box girder poured sections 24, a prepressing water tank 28 is arranged on the box girder poured sections 24, and the supporting control body 26 applies jacking pressure to the box girder poured sections 24; a suspension strut 29 is arranged on the box girder poured section 24, and a connecting pad beam 31 is arranged between a connecting suspension beam 30 of the suspension strut 29 and the box girder poured section 24; arranging a suspension support beam 32 at the lower part of the cast section 24 of the box girder, and firmly connecting the suspension support beam 32 with the connecting suspension beam 30 through a support suspender 33; a cooling water pipe 34 is arranged at the position of the box girder cast section 24 close to the post-cast section 27; one end of the first section steel 35 and one end of the second section steel 36 are firmly connected with the cast section 24 of the box girder through the section steel anchor bars 25, and the other end of the first section steel is connected with a counter force support body 38 on the cast section 24 of the box girder through a transverse control body 37; stress sensors 39 are respectively arranged on the first section steel 35 and the second section steel 36, and transverse jacking pressure is applied to the first section steel 35 and the second section steel 36 through a transverse control body 37;
7) pouring and closing section templates after installation: the top surface and the bottom surface in the cast section 24 of the box girder are both provided with a bracket bottom plate 40, a fastening stay bar 41 is arranged between the opposite bracket bottom plates 40, and an internal bracket 42 is arranged on the bracket bottom plate 40; a first bottom die 43 is arranged at the top of the inner supporting frame 42; a hanging beam 44 and a second bottom die 45 are sequentially arranged on the hanging support beam 32, and the second bottom die 45 is tightly connected with the box girder cast section 24 through a support suspension rod 33; the method is characterized in that template bracing columns 46 are arranged on suspension bracing beams 32, box girder outer moulds 47 are arranged on suspension cross beams 44, box girder inner moulds 50 are arranged in the box girder outer moulds 47, box girder reinforcement cages 54 are arranged between the box girder outer moulds 47 and the box girder inner moulds 50, the template bracing columns 46 are connected with the box girder outer moulds 47 through external bracing rods 48 and template pressing plates 49, and the internal bracing frames 42 are connected with the box girder inner moulds 50 through internal bracing rods 51 and template pressing plates 49; section steel positioning dies 52 are respectively arranged between the adjacent first section steels 35 and between the adjacent second section steels 36;
8) pouring and closing section concrete after pouring: the lower parts of the first section steel 35 and the second section steel 36 are respectively provided with a steel reinforcement cage hanging rib 53, the steel reinforcement cage hanging rib 53 is connected with a box girder steel reinforcement cage 54, and the position of the box girder steel reinforcement cage 54 is limited by the steel reinforcement cage hanging rib 53; and (3) performing post-pouring concrete pouring on the closing section 27 by adopting external concrete pouring equipment, and synchronously removing the water body in the pre-pressing water tank 28 through a water tank connecting pipe 55 on the pre-pressing water tank 28 according to the stress conditions of the first section steel 35 and the second section steel 36 measured by the stress sensor 39.
Example two
Fig. 2 is a schematic diagram of a stiff brace mounting structure, fig. 3 is a schematic diagram of a support steel pipe mounting structure, fig. 4 is a schematic diagram of a connection structure of a steel pipe assembly frame and a support steel pipe in fig. 3, fig. 5 is a schematic diagram of a post-pouring close-up section pouring construction structure, and fig. 6 is a schematic diagram of a post-pouring close-up section formwork structure in fig. 5; figure 7 is a schematic cross-sectional view of a brace connector. Referring to fig. 2 to 7, a large-span variable cross-section continuous cast-in-place box girder large-section support system adopts a support top beam 21 on the upper part which is supported by combining a stiff support column 6 and a support steel pipe 15; a weight bag body 5 is filled in the stiff support columns 6, the stiff support columns 6 can be fastened through the position control sleeve 3 and the column bottom plug block 7, and support column connecting ribs 10 are arranged between the adjacent stiff support columns 6; the position of the support steel pipe 15 is limited by the steel pipe assembling frame 16, and the support steel pipe 15 can be fastened by the pressure plate fastening bolt 18; the transverse control body 37 provides transverse jacking pressure for the first section steel 35 and the second section steel 36, and the stress sensors 39 can test the stress of the first section steel 35 and the second section steel 36; the position of the section steel positioning die 52 is defined by the first section steel 35 and the second section steel 36, and the position of the box girder reinforcement cage 54 can be defined by means of the reinforcement cage hanger bar 53.
The hardened ground 1 is a concrete ground, the strength grade of the concrete is C35, and the thickness is 25 cm.
The bridge pier stud 2 is formed by pouring reinforced concrete materials, and the concrete strength grade is C50.
The position control sleeve 3 is formed by rolling a steel pipe with the diameter of 30 cm.
The connecting support pier 4 is formed by rolling a steel plate with the thickness of 10mm, the width of the connecting support pier is 10cm, and the height of the connecting support pier is 20 cm.
The weight bag body 5 comprises a wrapping cloth bag 56 and a cloth bag filling body 57; the wrapping cloth bag 56 is formed by sewing geotextile, and the cloth bag filling body 57 is made of medium-coarse sand material.
The stiff stay 6 is formed by rolling a steel pipe with the diameter of 20 cm.
The column bottom chock 7 is formed by rolling a steel plate with the thickness of 10 mm.
The brace connecting hoop 8 is formed by rolling a steel plate with the thickness of 2mm, is circular in cross section, has the same inner diameter as the outer diameter of the stiff brace 6, comprises two brace side hoop plates 58 with the same shape, and is welded with a brace side connecting groove 9 at the outer side of the brace side hoop plates 58; the column side connecting groove 9 is formed by rolling a steel plate with the thickness of 2mm, is U-shaped in cross section, 10cm in height and 20mm in width, and is connected with the column side hoop plate 58 in a welding mode.
The brace connecting rib 10 is formed by rolling a steel plate with the thickness of 10mm, the cross section of the brace connecting rib is U-shaped, the width of the brace connecting rib is 5cm, and two ends of the brace connecting rib are embedded into the brace side connecting grooves 9.
The connecting rib chock 11 is formed by rolling a steel plate with the thickness of 10 mm.
The brace connecting rod 12 comprises a nut and a screw rod, the fastening directions of the screw rods on the two sides of the nut are opposite, the diameter of the screw rod is 30mm, and the two ends of the screw rod are respectively connected with the connecting brace 4 and the brace connecting hoop 8 which are connected through a connecting rod rotating hinge 59. The connecting rod pivot hinge 59 is a spherical hinge with a diameter of 30 mm.
The pier side hoop 13 comprises two hoop plates with the same shape and is formed by rolling a steel plate with the thickness of 10 mm.
The hoop-side connecting ribs 14 are formed by rolling a steel plate with the thickness of 10 mm.
The support steel pipe 15 is a steel pipe having a diameter of 48 mm.
The steel pipe assembling frame 16 comprises 9 assembling frame ring pipes 17, the assembling frame ring pipes 17 are arranged in a rectangular shape at uniform intervals, and the adjacent assembling frame ring pipes 17 are firmly connected through an assembling frame connecting plate 60; the pipe wall of the splicing ring pipe 17 is provided with threads connected with a pressing plate fastening bolt 18. The splicing frame connecting plate 60 is formed by rolling a steel plate with the thickness of 10 mm.
The splicing ring pipe 17 is formed by rolling a steel pipe with the diameter of 60mm and is vertically welded with the splicing frame connecting plate 60.
The pressing plate fastening bolt 18 is formed by rolling a screw rod with the diameter of 30mm, a steel pipe pressing plate 19 is arranged at the end of the inserted and spliced annular pipe 17, and the pressing plate fastening bolt is connected with the steel pipe pressing plate 19 through a plate side connecting groove 61.
The steel pipe pressing plate 19 is formed by rolling a steel plate with the thickness of 10 mm.
The column tube connecting rib 20 is a steel tube with the diameter of 100 mm. The plate-side connecting grooves 61 have a diameter of 40mm and a depth of 20 mm.
The supporting top beam 21 adopts a Bailey beam.
The lacing wire counter pressing plate 22 is formed by rolling a steel plate with the thickness of 20mm, is arranged in the middle of the supporting top beam 21 and is connected with the supporting top beam 21 in a welding mode.
The fastening lacing wire 23 adopts a prestressed screw rod with the diameter of 30 mm.
The box girder cast section 24 is cast by reinforced concrete material with the strength grade of C50.
The steel anchor bars 25 are screws with the diameter of 30 mm.
The supporting control body 26 adopts a hydraulic jack of 30 tons.
The post-cast close section 27 is made of self-compacting concrete with a strength grade of C50.
The pre-pressing water tank 28 is made of an iron sheet with the thickness of 1mm and is rolled into a cube with the volume of 2m 3.
The suspension strut 29 comprises diagonal brace rods 62 and a connecting hanging beam 30, both adopt H-shaped steel with the specification of 100 multiplied by 6 multiplied by 8, and the diagonal brace rods 62 and the connecting hanging beam 30 are connected through brace rod connecting hinges 63 and the connected diagonal brace rods 62 are connected. The stay bar connecting hinge 63 is a directional rotating hinge with the diameter of 30 mm.
The connecting hanging beam 30 is formed by rolling H-shaped steel with the specification of 300 × 300 × 10 × 15.
The connecting pad beam 31 and the suspension support beam 32 are both rolled from H-shaped steel with the specification of 200 × 200 × 8 × 12.
The support hanger 33 is formed by rolling a screw rod with the diameter of 50mm, one end of the support hanger penetrates through the connecting hanging beam 30 and then is connected with a bolt, and the other end of the support hanger is connected with the hanging support beam 32 through a hanging groove 64. The hanging groove 64 is rectangular, 10cm long, 2cm wide and 2cm high, and is rolled from a steel plate with a thickness of 10 mm.
The cooling water pipe 34 is a rubber hose with a diameter of 60 mm.
The first section steel 35 and the second section steel 36 are each formed of an H-shaped steel having a gauge of 200 × 200 × 8 × 12.
The lateral control body 37 is a hydraulic jack of 100 t.
The counter-force support body 38 is formed by rolling a steel plate with the thickness of 20mm, is L-shaped in cross section and 20cm high, and is connected with the cast section 24 of the box girder through a support body anchor bar 65; the support body anchor bars 65 are anchoring pegs of diameter 30 mm. The stress sensor 39 employs a surface strain gauge.
The bracket bottom plate 40 is formed by rolling a steel plate with the thickness of 10 mm. The fastening support rod 41 comprises a nut and a screw, the fastening directions of the screws on two sides of the nut are opposite, and the diameter of the screw is 90 mm.
The internal support frame 42 is formed by rolling a steel plate with the thickness of 10mm, and the width of the internal support frame is 30 cm.
The box girder external mold 47 and the box girder internal mold 50 both adopt steel templates with the thickness of 3mm, wherein the box girder external mold 47 comprises a second bottom mold 45, and the box girder internal mold 50 comprises a first bottom mold 43.
The suspension cross beam 44 is formed by rolling a steel plate with the thickness of 2mm, and has a rectangular cross section, the width of 20cm and the height of 10 cm.
The template brace 46 is formed by rolling a steel pipe with the diameter of 200mm, and steel plates with the thickness of 10mm are arranged at two ends of the template brace.
The template pressing plate 49 is formed by rolling a steel plate with the thickness of 3mm and is vertically welded and connected with the external stay bar 48 and the internal stay bar 51. The external stay bar 48 and the internal stay bar 51 both comprise bolts and screws, the fastening directions of the screws on the two sides of the bolts are opposite, the diameters of the screws are 60mm, the screws are connected with the template stay bars 46 through stay bar end hinges 66, and the diameters of the stay bar end hinges 66 are 60 mm.
The section steel positioning die 52 is made of steel or alloy templates and is embedded in the T-shaped channel at the lower part of the first section steel 35 and the second section steel 36.
The steel reinforcement cage hanging ribs 53 are formed by rolling steel plates with the thickness of 6mm and are welded with the connected box girder steel reinforcement cage 54; the box girder reinforcement cage 54 is formed by binding a threaded reinforcement with a diameter of 25mm and a threaded reinforcement with a diameter of 10 mm.
The water tank connection pipe 55 is made of a steel pipe material having a diameter of 6 cm.
Claims (6)
1. The construction method of the large-span variable cross-section continuous cast-in-place box girder large-section support system is characterized by comprising the following steps of: the method comprises the following construction steps:
1) construction preparation: constructing a hardened ground (1) and a bridge pier stud (2), and preparing materials and devices required by construction;
2) installing a stiff stay: determining the plane positions of the position control sleeve (3) and the connecting support pier (4) through field surveying and mapping, and firmly connecting the position control sleeve (3) and the connecting support pier (4) with the hardened ground (1); firstly, inserting a weight bag body (5) into a position control sleeve (3) from the bottom of a stiff support column (6), then inserting the stiff support column (6) into the position control sleeve (3), and then inserting a column bottom plug block (7) into a gap between the stiff support column (6) and the position control sleeve (3); sleeving a bracing column connecting hoop (8) outside a stiff bracing column (6), arranging column side connecting grooves (9) on the bracing column connecting hoop (8), arranging bracing column connecting ribs (10) between the column side connecting grooves (9) which are opposite in mirror image, and fastening the bracing column connecting ribs (10) through connecting rib plugs (11); a brace connecting rod (12) is arranged between the opposite brace connecting hoop (8) and the connecting brace (4); arranging pier side anchor ears (13) at the periphery of a poured bridge pier column (2), and connecting hoop side connecting ribs (14) at the outer sides of the pier side anchor ears (13) with adjacent column side connecting grooves (9) through strut connecting ribs (10);
3) installing a support steel pipe: sequentially penetrating a support steel pipe (15) through a frame assembling ring pipe (17) of a steel pipe assembling frame (16), wherein the frame assembling ring pipe (17) is connected with a pressing plate fastening bolt (18), fastening pressure is applied to a steel pipe pressing plate (19) through the pressing plate fastening bolt (18), and the steel pipe pressing plate (19) is tightly attached to the outer wall of the support steel pipe (15); integrally hoisting the support steel pipes (15) between the stiff support columns (6), and firmly connecting the support steel pipes (15) with the stiff support columns (6) by using column pipe connecting ribs (20);
4) arranging a supporting top beam: correcting the top surface elevations of the stiff strut (6) and the support steel pipe (15), and arranging a support top beam (21) at the top ends of the stiff strut (6) and the support steel pipe (15); a lacing bar counter pressing plate (22) is arranged inside the supporting top beam (21), and a fastening lacing bar (23) is arranged between the lacing bar counter pressing plate (22) and the pier side hoop (13); tensioning stress is applied to the fastening lacing wires (23), and fastening pressure is applied to the rigid support columns (6) and the support steel pipes (15) through the support top beams (21);
5) constructing a poured section of the box girder: pouring construction of the poured section (24) of the box girder is carried out, and the section steel anchor bars (25) are preset in the poured section (24) of the box girder;
6) the suspension strut and the prepressing water tank are arranged: a supporting control body (26) is arranged between the stiff supporting column (6) and the poured section (24) of the box girder; according to the weight and space linear requirements of post-pouring closing sections (27) between the box girder poured sections (24), a prepressing water tank (28) is arranged on the box girder poured sections (24), and a supporting control body (26) is used for applying jacking pressure to the box girder poured sections (24); a suspension strut (29) is arranged on the poured section (24) of the box girder, and a connecting pad beam (31) is arranged between a connecting suspension beam (30) of the suspension strut (29) and the poured section (24) of the box girder; arranging a suspension support beam (32) at the lower part of the poured section (24) of the box girder, and firmly connecting the suspension support beam (32) with the connecting suspension beam (30) through a supporting suspension rod (33); a cooling water pipe (34) is arranged at the position of the cast section (24) of the box girder close to the post-cast section (27); one ends of the first section steel (35) and the second section steel (36) are firmly connected with the poured section (24) of the box girder through the section steel anchor bars (25), and the other ends of the first section steel and the second section steel are connected with a counter force supporting body (38) on the poured section (24) of the box girder through a transverse control body (37); stress sensors (39) are respectively arranged on the first section steel (35) and the second section steel (36), and transverse jacking force is applied to the first section steel (35) and the second section steel (36) through a transverse control body (37);
7) pouring and closing section templates after installation: the top surface and the bottom surface in the cast section (24) of the box girder are both provided with a support frame bottom plate (40), a fastening stay bar (41) is arranged between the opposite support frame bottom plates (40), and a built-in support frame (42) is arranged on the support frame bottom plate (40); a first bottom die (43) is arranged at the top of the built-in supporting frame (42); a suspension cross beam (44) and a second bottom die (45) are sequentially arranged on the suspension support beam (32), and the second bottom die (45) is tightly connected with the poured section (24) of the box girder through a support suspension rod (33); the method is characterized in that a template support column (46) is arranged on a suspension support beam (32), a box beam outer mold (47) is arranged on a suspension cross beam (44), a box beam inner mold (50) is arranged in the box beam outer mold (47), a box beam reinforcement cage (54) is arranged between the box beam outer mold (47) and the box beam inner mold (50), the template support column (46) is connected with the box beam outer mold (47) through an external support rod (48) and a template press plate (49), and the internal support frame (42) is connected with the box beam inner mold (50) through an internal support rod (51) and the template press plate (49); section steel positioning moulds (52) are respectively arranged between the adjacent first section steels (35) and between the adjacent second section steels (36);
8) pouring and closing section concrete after pouring: the lower parts of the first section steel (35) and the second section steel (36) are respectively provided with a steel reinforcement cage hanging rib (53), the steel reinforcement cage hanging rib (53) is connected with a box girder steel reinforcement cage (54), and the position of the box girder steel reinforcement cage (54) is limited through the steel reinforcement cage hanging rib (53); and (3) performing post-pouring concrete pouring on the closing section (27) by adopting external concrete pouring equipment, and synchronously removing the water body in the pre-pressing water tank (28) through a water tank connecting pipe (55) on the pre-pressing water tank (28) according to the stress conditions of the first profile steel (35) and the second profile steel (36) measured by the stress sensor (39).
2. The construction method of the large-span variable cross-section continuous cast-in-place box girder large section support system according to claim 1, characterized in that: step 2), the weight bag body (5) comprises a wrapping cloth bag (56) and a cloth bag filling body (57); the wrapping cloth bag (56) is formed by sewing geotextile, and the cloth bag filling body (57) is made of medium-coarse sand material; the stiff stay column (6) is formed by rolling a steel pipe; the brace connecting hoop (8) is formed by rolling a steel plate, the cross section of the brace connecting hoop is circular, the inner diameter of the brace connecting hoop is the same as the outer diameter of the stiff brace (6), the brace connecting hoop (8) comprises two brace side hoop plates (58) with the same shape, and a brace side connecting groove (9) is welded on the outer sides of the brace side hoop plates (58); the column side connecting groove (9) is formed by rolling a steel plate, is U-shaped in cross section and is connected with the column side hoop plate (58) in a welding way; the brace connecting rib (10) is formed by rolling a steel plate, the cross section of the brace connecting rib is U-shaped, and two ends of the brace connecting rib are embedded into the column side connecting grooves (9); the support column connecting rod (12) comprises a nut and a screw rod, the fastening directions of the screw rods on the two sides of the nut are opposite, and the two ends of the support column connecting rod (12) are respectively connected with the connected support pier (4) and the support column connecting hoop (8) through a connecting rod rotating hinge (59).
3. The construction method of the large-span variable cross-section continuous cast-in-place box girder large section support system according to claim 1, characterized in that: step 3), the steel pipe assembling frame (16) comprises 4-9 assembling frame ring pipes (17), the assembling frame ring pipes (17) are arranged at equal intervals in a rectangular shape, and the adjacent assembling frame ring pipes (17) are firmly connected through an assembling frame connecting plate (60); the pipe wall of the frame splicing ring pipe (17) is provided with threads connected with a pressure plate fastening bolt (18); the pressing plate fastening bolt (18) is formed by rolling a screw rod, a steel pipe pressing plate (19) is arranged at the end of the inserting and assembling frame ring pipe (17) and is connected with the steel pipe pressing plate (19) through a plate side connecting groove (61).
4. The construction method of the large-span variable cross-section continuous cast-in-place box girder large section support system according to claim 1, characterized in that: and 4), arranging the lacing wire pressure back plate (22) on the top or the middle part of the support top beam (21), and binding or welding the lacing wire pressure back plate with the support top beam (21).
5. The construction method of the large-span variable cross-section continuous cast-in-place box girder large section support system according to claim 1, characterized in that: step 6), the supporting control body (26) adopts a hydraulic jack; the suspension strut (29) comprises oblique stay bars (62) and a connecting hanging beam (30), and the oblique stay bars (62) and the connecting hanging beam (30) and the connected oblique stay bars (62) are connected through stay bar connecting hinges (63); the support hanger rod (33) is formed by rolling a screw rod, one end of the support hanger rod penetrates through the connecting hanging beam (30) and then is connected by a bolt, and the other end of the support hanger rod is connected with the hanging support beam (32) through a hanging groove (64); the counter-force support body (38) is formed by rolling a steel plate, has an L-shaped cross section and is connected with the cast section (24) of the box girder through a support body anchor bar (65); the stress sensor (39) adopts a surface strain gauge or a steel plate meter; the cross sections of the first section steel (35) and the second section steel (36) are T-shaped.
6. The construction method of the large-span variable cross-section continuous cast-in-place box girder large section support system according to claim 1, characterized in that: step 7), adopting alloy templates for the first bottom die (43) and the second bottom die (45); the section steel positioning die (52) adopts an alloy template and is embedded and fixed in a T-shaped channel at the lower part of the first section steel (35) or the second section steel (36); the external stay bar (48) and the internal stay bar (51) both comprise bolts and screws, the fastening directions of the screws on the two sides of the bolts are opposite, and the external stay bar (48) is connected with the template stay bar (46) through stay bar end hinges (66).
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