CN106498853A - A kind of construction method of high ferro across existing railway large-span steel bent cap - Google Patents
A kind of construction method of high ferro across existing railway large-span steel bent cap Download PDFInfo
- Publication number
- CN106498853A CN106498853A CN201610834374.2A CN201610834374A CN106498853A CN 106498853 A CN106498853 A CN 106498853A CN 201610834374 A CN201610834374 A CN 201610834374A CN 106498853 A CN106498853 A CN 106498853A
- Authority
- CN
- China
- Prior art keywords
- steel
- hoisting
- construction
- welding
- quality control
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 164
- 239000010959 steel Substances 0.000 title claims abstract description 164
- 238000010276 construction Methods 0.000 title claims abstract description 84
- 238000007781 pre-processing Methods 0.000 claims abstract description 10
- 238000003466 welding Methods 0.000 claims description 57
- 238000000034 method Methods 0.000 claims description 37
- 238000003908 quality control method Methods 0.000 claims description 28
- 239000004575 stone Substances 0.000 claims description 13
- 238000004519 manufacturing process Methods 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 8
- 239000011248 coating agent Substances 0.000 claims description 7
- 238000000576 coating method Methods 0.000 claims description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 238000001514 detection method Methods 0.000 claims description 5
- 210000001503 joint Anatomy 0.000 claims description 4
- 238000003754 machining Methods 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 238000005498 polishing Methods 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 abstract description 4
- 238000013036 cure process Methods 0.000 abstract 2
- 238000007596 consolidation process Methods 0.000 abstract 1
- 238000009434 installation Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 235000000396 iron Nutrition 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000002932 luster Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 239000008946 yang xin Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
Embodiments of the invention disclose a kind of high ferro across the construction method of existing railway large-span steel bent cap.It is related to railroad bridge construction technology, being capable of lifting construction efficiency, raising construction quality.Including：To constructing, base carries out place cure process；Preprocessing is carried out to steel lid beam, the steel lid beam of preprocessing is transported to the construction base of cure process；On-site consolidation is carried out to the steel lid beam of preprocessing；The steel lid beam of the pier shaft lifting assembly based on construction.The present invention is suitable for constructing to the large-span steel bent cap for high ferro across existing railway.
Description
Technical Field
The invention relates to a railway bridge construction technology, in particular to a construction method for a high-speed rail to span an existing railway long-span steel bent cap.
Background
The high-speed rail technology is an important research result of independent innovation in China, and the related technology frontier is beneficial to improving the manufacturing level of high-end technical equipment in China, so that the method has great reality and long-term significance for accelerating the construction of a high-speed rail network.
At present, because the network coverage of the existing railway in China is more perfect, more existing railways need to be spanned in the high-speed rail construction, so that the span of the steel cover beam for the high-speed rail construction is larger. The steel bent cap with large span needs large-scale equipment or ultra-large-scale equipment to operate in the construction process, requires a hard construction base and a large construction space, and crosses over the section of the existing railway in order not to influence the normal operation of the existing railway, so that the construction base space is limited, the construction base is easy to subside, the steel bent cap is assembled and constructed on the construction base, the construction efficiency is low, and the construction quality cannot be guaranteed. For example, a steel gate pier of a super large bridge acquired from a field in Yangxin county of Huangshi, Hubei spans Wujiu railways from west to east, the potential in the range of a bridge site area is relatively flat, the surface water of the bridge site area is corroded by sulfate, and the surface of the bridge site area is relatively soft.
Disclosure of Invention
In view of this, the embodiment of the invention provides a construction method for a high-speed rail to span a long-span steel bent cap of an existing railway, which can improve construction efficiency and construction quality, and solve the problems that when the existing railway is spanned to carry out steel bent cap construction, the space of a construction base is limited, the construction base is easy to settle, so that the construction efficiency is low, and the construction quality cannot be guaranteed.
In order to achieve the above purpose, the embodiment of the invention adopts the following technical scheme:
on one hand, the embodiment of the invention provides a construction method for a high-speed rail to span a large-span steel bent cap of an existing railway, which comprises the following steps:
carrying out site hardening treatment on the construction base;
preprocessing the steel cover beam, and transporting the preprocessed steel cover beam to a hardening treatment construction base;
assembling the prefabricated steel cover beam on site;
hoisting the assembled steel cover beam based on the constructed pier body;
the field hardening treatment of the construction base comprises the following steps:
planning a hoisting operation area comprising a crane walking position area and a hoisting position area;
removing loose surface soil of the hoisting operation area, backfilling gravel soil, filling and compacting in layers, wherein the filling thickness of each layer does not exceed a first threshold value, and the filling top surface exceeds a second threshold value of the stone pad surface;
leveling the top layer of the foundation surface of the hoisting operation area by using fine crushed stone, wherein the thickness of the fine crushed stone is 5cm, and the required levelness of the top surface is not more than 0.3。；
Near the gate-type mound, adopt cast-in-place concrete that contains embedded iron to pour out polylith steel bent cap and assemble basic region to prevent that steel bent cap local settlement from causing the linear change of steel bent cap when the steel bent cap is on-the-spot butt joint, the construction base includes: hoisting operation areas and steel cover beam assembly foundation areas.
With reference to the first aspect, in a first implementation manner of the first aspect, before the site hardening treatment is performed on the construction base, the method further includes:
and acquiring the ground bearing capacity of the construction base, and if the acquired ground bearing capacity is smaller than a preset ground bearing capacity threshold, executing field hardening treatment on the construction base so as to enable the ground bearing capacity of the construction base to be larger than the ground bearing capacity threshold.
With reference to the first aspect, in a second implementation manner of the first aspect, the pre-processing the steel cover beam includes:
manufacturing the steel cover beam in sections according to a preset section division strategy;
in the process of manufacturing the segmented steel capping beam, quality control points are respectively arranged on the segmented steel capping beam according to a preset quality control strategy.
With reference to the second implementation manner of the first aspect, in a third implementation manner of the first aspect, the quality control point includes: the device comprises a steel plate flatness quality control point, a numerical control cutting quality control point, a polishing and jacking part processing quality control point, an assembling quality control point, a welding quality control point and a coating quality control point.
With reference to the first aspect, in a fourth embodiment of the first aspect, the assembling the prefabricated steel cover beam on site includes:
building an assembly platform on the assembly foundation area, wherein 2 keel piers are adopted to serve as pad beams below a first section and a third section of a steel cover beam corresponding to the assembly platform, 4 keel piers are adopted to serve as pad beams below the second section, and thick steel plates are adopted to serve as pads above and below the keel piers;
and (4) unloading the steel bent caps of each subsection to corresponding assembling positions by adopting a 150t truck crane according to the field assembling sequence, hoisting the steel bent caps in place, welding the steel bent caps on the field, and coating the steel bent caps.
With reference to the first aspect, in a fifth embodiment of the first aspect, the welding is performed by a site-specific welding method.
With reference to the fifth implementation manner of the first aspect, in a sixth implementation manner of the first aspect, the method further includes:
and carrying out flaw detection test and X-ray film shooting on the welding seam to ensure that the welding seam is qualified in quality.
With reference to the first aspect, in a seventh implementation manner of the first aspect, while hoisting the assembled steel cover beam, the method further includes:
and controlling the hoisting precision.
With reference to the seventh implementation manner of the first aspect, in an eighth implementation manner of the first aspect, the hoisting precision control includes: plane control and verticality control.
With reference to the first aspect, in a ninth implementation manner of the first aspect, after the hoisting of the steel cover beam is completed, the method further includes:
and filling concrete into the pier stud.
The construction method for the high-speed rail spanning large-span steel bent cap provided by the embodiment of the invention comprises the following steps: carrying out site hardening treatment on the construction base; preprocessing the steel cover beam, and transporting the preprocessed steel cover beam to a hardening treatment construction base; assembling the prefabricated steel cover beam on site; hoisting the assembled steel cover beam based on the constructed pier body; can promote the efficiency of construction, improve construction quality to when solving present crossing existing railway and carrying out steel bent cap construction, the construction base space is limited, and the construction base appears subsiding the efficiency of construction that leads to easily and is lower, and construction quality can not obtain the problem of assurance.
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 these drawings without any creative effort.
FIG. 1 is a schematic flow chart of a construction method of a high-speed rail spanning large-span steel bent cap of an existing railway according to an embodiment of the invention;
fig. 2 is a schematic view of the embedded bolt and the limit stop in the pier body construction of the embodiment;
FIG. 3 is a schematic view illustrating positioning and installation of a steel column by using a pre-buried flange according to the embodiment;
fig. 4 is a schematic view of positioning and mounting of the steel column in the embodiment.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
It should be understood that the described embodiments are only some embodiments of the invention, and not all 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.
Fig. 1 is a schematic flow chart of a construction method of a high-speed rail spanning large-span steel bent cap in the embodiment of the invention. Referring to fig. 1, the process includes:
step 101, performing site hardening treatment on a construction base;
in this embodiment, as an optional embodiment, before performing the site hardening treatment on the construction base, the method further includes:
and acquiring the ground bearing capacity of the construction base, and if the acquired ground bearing capacity is smaller than a preset ground bearing capacity threshold, executing field hardening treatment on the construction base so as to enable the ground bearing capacity of the construction base to be larger than the ground bearing capacity threshold.
In this embodiment, the ground bearing capacity threshold may be determined according to the self weight of the crane for hoisting the steel capping beam and the self weight of the steel capping beam, and as an optional embodiment, the ground bearing capacity threshold is set to 250 kPa.
In this embodiment, as an optional embodiment, performing site hardening treatment on the construction base includes:
a11, planning a hoisting operation area comprising a crane walking position area and a hoisting position area;
a12, removing loose surface soil of the hoisting operation area, backfilling gravel soil, filling and compacting in layers, wherein the filling thickness of each layer does not exceed a first threshold value, and the filling top surface exceeds a second threshold value of a stone pad surface;
in this embodiment, as an optional embodiment, the first threshold is 0.3m, and the second threshold is 20 cm.
A13, leveling fine broken stone on the top layer of the foundation surface of the hoisting operation area, wherein the thickness of the fine broken stone is 5cm, and the required levelness of the top surface is not more than 0.3。；
In this embodiment, the crane (crane) traveling position area and the hoisting position area are taken into consideration, and in order to ensure safety, replacement and filling processing is enhanced for the hoisting operation area. The method specifically comprises the following steps: firstly, an excavator is used for removing loose surface soil, particularly a mud pit for construction of a bored pile must be cleaned (backfilling and compacting are carried out by using slag), gravelly soil is backfilled, layered filling is carried out, a road roller is used for compacting, the filling thickness of each layer is not more than 0.3m, and the filling top surface exceeds the stone pad surface by 20 cm. And detecting the foundation coefficient K30 for each layer of the filled roadbed. Hanging craneThe top layer of the foundation surface at the walking and hoisting positions of the machine is leveled by adopting fine broken stones, the thickness is 5cm, and the required levelness of the top surface is not more than 0.3。And the bearing capacity of the treated foundation is not less than 250kPa and 150kPa respectively according to the difference of the use working conditions. During hoisting operation, the track of the crane is paved with a base plate.
A14, pouring a plurality of steel bent caps by using cast-in-place concrete containing embedded iron near the gate piers to assemble a foundation area so as to prevent the linear change of the steel bent caps caused by the local settlement of a construction base when the steel bent caps are butted on site, wherein the construction base comprises: hoisting operation areas and steel cover beam assembly foundation areas.
In this embodiment, the specification of the steel cap beam assembly foundation area is as follows: 2 meters multiplied by 4 meters, a plurality of pre-buried irons are contained in the assembly foundation area of the single steel bent cap, the hardening degree of the construction base can be effectively improved, and the settlement phenomenon of the construction base is prevented.
102, preprocessing the steel cover beam, and transporting the preprocessed steel cover beam to a hardening construction base;
in this embodiment, the steel capping beam is a main bearing member of the gate pier. By preprocessing the steel cover beam, the time required by the construction of the cylinder cover beam can be effectively shortened, and the construction efficiency is improved; meanwhile, the required construction base space can be reduced.
In this embodiment, as an optional embodiment, the preprocessing the steel cover beam includes:
manufacturing the steel cover beam in sections according to a preset section division strategy;
in the process of manufacturing the segmented steel capping beam, quality control points are respectively arranged on the segmented steel capping beam according to a preset quality control strategy.
In this embodiment, the gate-type pier steel cover beam can be divided into three sections, which are manufactured respectively, and sequentially include a first section, a second section and a third section. In the embodiment, the total weight of the steel cover beam consisting of three sections is 150T to 190T.
As an alternative embodiment, according to the characteristics of the steel cover beam member, the following quality control points can be respectively arranged on the segmented steel cover beam in the manufacturing process of the steel cover beam according to the requirements of the preset quality control strategy (technical file):
the steel plate flatness quality control point is used for controlling the steel plate flatness;
the numerical control cutting quality control point is used for controlling the geometric dimension of the cut steel plate;
polishing the machining quality control points of the jacking part to control the roughness of the jacking machining surface and the perpendicularity of the jacking machining surface and the plate surface;
assembling quality control points for controlling the geometric dimension accuracy of the assembly;
a welding quality control point for controlling welding quality;
and the coating quality control point is used for controlling the coating quality.
103, assembling the prefabricated steel cover beam on site;
in this embodiment, as an optional embodiment, the on-site assembling of the preprocessed steel cover beam includes:
a21, constructing an assembly platform on the assembly foundation area, adopting 2 keel piers as pad beams below a first section and a third section of a steel cover beam corresponding to the assembly platform, adopting 4 keel piers as pad beams below a second section, and adopting thick steel plate copy pads above and below the keel piers;
in this embodiment, before the steel bent cap transported to the building site, it was assembled the basic region to make the scene in advance, build the assembly platform on assembling the basic region, section A and section C bent cap (being the steel bent cap of first festival section and third festival section, all have half a steel column) below adopts 2 keel piers to do the pad roof beam, keel pier size is 800mm x 2000mm, section B steel bent cap (the steel bent cap of second festival section) below adopts 4 keel piers to do the pad roof beam, on the keel pier, the below adopts thick steel sheet to copy the pad to guarantee the plane degree when the steel bent cap is assembled. Wherein, the thickness of the thick steel plate is 20-50 mm, and the size is 1000mm multiplied by 1000 mm.
In this embodiment, as an optional embodiment, after thick steel plate sheets are used above and below the keel pier, the method further includes:
and carrying out stone-laying construction.
In this embodiment, the construction of the cushion stone includes: accurately positioning the plane position of the pad stone according to the central line of the steel cover beam, rechecking and controlling the elevation precision; and (4) installing and reinforcing the safety protection of the adjacent edge, binding reinforcing steel bars, installing templates, and pouring concrete after acceptance inspection is qualified.
A22, unloading the steel bent caps of each section to the corresponding assembling position by a 150t truck crane according to the on-site assembling sequence, hoisting the steel bent caps in place, welding on site and coating.
In this embodiment, the field welding includes the following:
firstly, welding joints of a top plate, a bottom plate and a web plate of a beam section;
and welding the embedded sections of the web plate and the bottom plate.
The butt beam section joint craters may be inspected prior to welding. For example, the weld area is cleaned before welding without water, rust, scale, oil, paint or other impurities, and it is required to polish a metallic luster within 50mm around it. After welding, the irregularly processed groove is required to be polished smoothly, large bulges and depressions are not required, and the angle of the head groove, the size of a gap and the welding height difference meet the requirements.
In this embodiment, as an optional embodiment, the welding process flow of each section of the steel bent cap sequentially includes:
the beam section is in place;
adjusting misalignment;
positioning the bottom plate and the side web plate;
welding a web plate;
welding the top plate and the bottom plate;
NDT detection;
welding the bottom plate, the web plate and the reinforcing rib embedding section;
NDT detection;
and (5) blocking the through welding hole.
In this embodiment, as an alternative embodiment, welding may be performed by a welding method of site tack welding. Wherein, the tack weld can be tack welded by manual welding or semi-automatic CO2 gas shielded welding. The length of a welding line of the positioning welding is 60-80 mm, the distance between the welding line and the welding line is 350-450 mm, the distance between the positioning welding and the end part of the welding line is more than 30mm, the thickness of deposited metal is not more than half of the height of a formal welding line, the length of the positioning welding between the circumferential positioning welding between beam sections is 500-600 mm, and the distance between the circumferential positioning welding and the beam sections is 1000-1200 mm. The installation order of the positioning code is as follows: the beam sections are horizontally butted from the bridge axis to the two ends, and the web plates are horizontally butted from the top to the bottom.
In this example, the site welding was performed as specified below:
a. the transverse welding seams are symmetrically welded from the central axis of the bridge to two sides;
b. a long weld with a free end at one end, welding from one end and advancing to the free end;
c. the compensation sections of various stiffening connections are welded after the top plate and the bottom plate are welded.
d. Fully estimating the shrinkage allowance of a field circumferential weld during welding, and taking measures to reduce the length deviation between the two section steel cover beams; meanwhile, the length of the steel bent cap is measured once every time a beam section is assembled, and the difference between two box beams is corrected in the next beam section, so that errors are not accumulated.
e. The welding sequence of the transverse welding seams of the beam section joints is the same as the erection and assembly sequence of the beam sections in the construction site.
In this embodiment, the precision of the field welding is controlled according to the following measures:
at first when assembling the rack equipment its top surface elevation and roughness of strict control, adopt the spirit level to carry out elevation control before the welding of crossbeam festival section, the festival is assembled in advance and is accomplished the back and carry out strict acceptance check to overall structure size, and the welding of can carrying out the tack welding after acceptance check is qualified.
In this embodiment, after the steel cap beam is welded on the steel cap beam assembly platform, the method further includes:
and carrying out flaw detection test and X-ray film shooting on the welding seam to ensure that the welding seam is qualified in quality.
And 104, hoisting the assembled steel cover beam based on the pier body of the construction.
In this embodiment, in pier shaft construction, buried bolt and limit stop in advance, as shown in fig. 2, fig. 2 is buried bolt and limit stop's in advance schematic diagram in this embodiment pier shaft construction. The upper surfaces of the embedded steel plates on the two sides are welded with 10 stop blocks, the height of each stop block is 15cm, the width of each stop block is 10cm, one side of each stop block is 6, and the other side of each stop block is 4.
In the embodiment, the number of the portal pier steel cover beams for the field super large bridge is 7, a single steel cover beam is divided into one cover beam and two steel columns, a 150-ton truck crane is adopted for mounting a near-end steel column (the single steel cover beam weighs about 17.2 tons the greatest), a 650-ton crawler crane is adopted for mounting a far-end steel column (the single steel cover beam weighs about 17.2 tons the greatest) according to planned key points in advance for line sealing, and the pier top is connected with the concrete column through bolts. Wherein,
the steel column (steel stand) installation includes: the pre-buried flange is positioned and installed and the steel column is positioned and installed, as shown in fig. 3, fig. 3 is a schematic diagram of the embodiment that the steel column is positioned and installed by adopting the pre-buried flange. The method comprises the following steps:
finding a measurement control point to debug and check the total station, and ensuring that the precision is within the range of 2-6 mm.
Secondly, finding the elevation and the mileage (tolerance of 10mm) of the right pier flange installation center position (O point) by using a total station, and making a horizontal axis and a longitudinal axis (tolerance of 5 mm).
Thirdly, forming tolerance errors of two center lines (ab and cd) (permanent marks are punched in the plate thickness direction) of +/-0.5 mm in the length direction and the width direction (anchor bolt holes) of the embedded flange plate.
And fourthly, the flange plate takes the point O as an installation reference, the ab center line aligns to the longitudinal axis, the cd center line aligns to the transverse axis +/-0.5 mm, and the flange plate is accurately positioned and adjusted to be +/-0.5 mm in transverse and longitudinal axial direction, +/-5 mm in elevation and 2mm/m in planeness.
Fifthly, the flange plate and the pier stud reinforcement cage are fixed into a whole by welding.
And additionally, two 20 channel steel or I-steel can be additionally arranged on the upper surface of the flange plate, and the flange plate is temporarily welded and rigidly fixed with a steel mould outside the reinforcement cage, so that the positioning of the flange plate is not influenced when the pier body is poured.
Seventhly, after the pier body is irrigated, retesting, checking and making data records.
Fig. 4 is a schematic view of positioning and mounting of the steel column in the embodiment. As shown in fig. 4, includes:
firstly, a measuring line (permanent marks can be made on the positions 200mm away from the upper port before each steel upright post is installed) is made, and midpoints (a ', b', c ', d') are marked respectively.
Secondly, a single steel upright post is installed (such as the upright post 1), and transverse and longitudinal axes (ab and cd) of the embedded flanges of the pier posts are used as installation references for accurate positioning (tolerance +/-1.5 mm).
Measuring and checking the installation elevation (tolerance of 10mm) of the steel upright column by taking a measuring line at the upper port of the steel upright column as a reference;
and (5) measuring and checking the axes (aa ', bb', cc ', dd') of the steel upright column by using a theodolite, and adjusting the installation verticality (tolerance 10 mm).
The installation and adjustment of the upright post can be realized by preparing a part of lath with the thickness of 2-3 mm and the width of 140mm in advance for adjusting the lifting pad flange of the upright post.
In this embodiment, the bent cap is installed by a 650t crawler crane, and the hoisting radius is 30 meters and the arm length is 60 meters. The method comprises the following specific steps: with the crawler in place; connecting a hoisting rigging, confirming that the gantry pier capping beam is stably placed, connecting the hoisting rigging to 4 hoisting lifting lugs, and connecting by using a 50-ton truck crane in a matching way; then, hoisting for hoisting; after the position is accurately measured and confirmed, the beam falls; removing the rigging and the counterweight; and (5) hoisting the hook by the crawler crane to finish hoisting.
In this embodiment, as an optional embodiment, when the assembled steel cover beam is hoisted, the method further includes:
and controlling the hoisting precision.
In this embodiment, hoist and mount accuracy control includes: planar control and verticality control, wherein,
plane control: and accurately lofting the steel column cross line on the pre-buried steel plate, only aligning the cross line in the process of hoisting the steel beam, and then welding and fixing. Meanwhile, before the steel beam is hoisted, a limiting guide steel plate is welded on the pier top embedded steel plate, so that the steel column is ensured to be accurately in place;
and (3) controlling the verticality: before the steel cover beam is locked and hoisted, the steel cover beam is hoisted (the height is less than 5m), then the steel column legs are leveled by a level gauge, the steel beam level is adjusted by a pulley block, and the steel beam is ensured to be horizontal at the bottoms of the steel columns at two ends in the falling process, so that the two ends can be aligned at the same time. When the steel cap beam supporting column slowly falls, the total station (2 stations) are utilized to measure the verticality of the edge of the steel column leg steel plate, the steel plate edges on two sides of the steel column leg are measured from bottom to top, and the steel cap beam supporting column can be temporarily fixed and welded after the verticality meets the requirement.
In this embodiment, after the steel cap beam is hoisted, the method further includes:
and filling concrete into the pier stud.
In the embodiment, after the steel cover beam is hoisted, C40 non-contractible concrete is filled in the steel upright after the steel cover beam is detected to be qualified through welding for construction, the concrete is pumped, pressed and filled through the reserved hole of the beam body, the mixing proportion is strictly prepared according to the design and standard requirements, the construction process is monitored, and the construction quality is guaranteed.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. A construction method for a high-speed rail to span a large-span steel bent cap of an existing railway is characterized by comprising the following steps:
carrying out site hardening treatment on the construction base;
preprocessing the steel cover beam, and transporting the preprocessed steel cover beam to a hardening treatment construction base;
assembling the prefabricated steel cover beam on site;
hoisting the assembled steel cover beam based on the constructed pier body;
the field hardening treatment of the construction base comprises the following steps:
planning a hoisting operation area comprising a crane walking position area and a hoisting position area;
removing loose surface soil of the hoisting operation area, backfilling gravel soil, filling and compacting in layers, wherein the filling thickness of each layer does not exceed a first threshold value, and the filling top surface exceeds a second threshold value of the stone pad surface;
leveling fine broken stones on the top layer of the foundation surface of the hoisting operation area, wherein the thickness of the fine broken stones is 5cm, and the required levelness of the top surface is not more than 0.3;
near the gate-type mound, adopt cast-in-place concrete that contains embedded iron to pour out polylith steel bent cap and assemble basic region to prevent that steel bent cap local settlement from causing the linear change of steel bent cap when the steel bent cap is on-the-spot butt joint, the construction base includes: hoisting operation areas and steel cover beam assembly foundation areas.
2. The method of claim 1, wherein prior to the site hardening treatment of the construction base, the method further comprises:
and acquiring the ground bearing capacity of the construction base, and if the acquired ground bearing capacity is smaller than a preset ground bearing capacity threshold, executing field hardening treatment on the construction base so as to enable the ground bearing capacity of the construction base to be larger than the ground bearing capacity threshold.
3. The method of claim 1, wherein the pre-machining the steel cap beam comprises:
manufacturing the steel cover beam in sections according to a preset section division strategy;
in the process of manufacturing the segmented steel capping beam, quality control points are respectively arranged on the segmented steel capping beam according to a preset quality control strategy.
4. The method of claim 3, wherein the quality control points comprise: the device comprises a steel plate flatness quality control point, a numerical control cutting quality control point, a polishing and jacking part processing quality control point, an assembling quality control point, a welding quality control point and a coating quality control point.
5. The method of claim 1, wherein the assembling the prefabricated steel cap beam on site comprises:
building an assembly platform on the assembly foundation area, wherein 2 keel piers are adopted to serve as pad beams below a first section and a third section of a steel cover beam corresponding to the assembly platform, 4 keel piers are adopted to serve as pad beams below a second section, and thick steel plates are adopted to serve as pads above and below the keel piers;
and (4) unloading the steel bent caps of each subsection to corresponding assembling positions by adopting a 150t truck crane according to the field assembling sequence, hoisting the steel bent caps in place, welding the steel bent caps on the field, and coating the steel bent caps.
6. The method of claim 1, wherein the welding is performed by a site tack welding method.
7. The method of claim 6, further comprising:
and carrying out flaw detection test and X-ray film shooting on the welding seam to ensure that the welding seam is qualified in quality.
8. The method of claim 1, wherein while hoisting the assembled steel cap beam, the method further comprises:
and controlling the hoisting precision.
9. The method of claim 8, wherein the hoisting accuracy control comprises: plane control and verticality control.
10. The method of claim 1, wherein after the hoisting of the steel cap beam is completed, the method further comprises:
and filling concrete into the pier stud.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610834374.2A CN106498853A (en) | 2016-09-20 | 2016-09-20 | A kind of construction method of high ferro across existing railway large-span steel bent cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610834374.2A CN106498853A (en) | 2016-09-20 | 2016-09-20 | A kind of construction method of high ferro across existing railway large-span steel bent cap |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106498853A true CN106498853A (en) | 2017-03-15 |
Family
ID=58290833
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610834374.2A Pending CN106498853A (en) | 2016-09-20 | 2016-09-20 | A kind of construction method of high ferro across existing railway large-span steel bent cap |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106498853A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107217599A (en) * | 2017-06-09 | 2017-09-29 | 中铁建大桥工程局集团第五工程有限公司 | Across Business Line steel and concrete structure transom pier gooseneck partial installation construction method |
| CN109371799A (en) * | 2018-10-29 | 2019-02-22 | 中铁第四勘察设计院集团有限公司 | Streetcar track beam steel structure |
| CN111250833A (en) * | 2020-02-18 | 2020-06-09 | 中交路桥建设有限公司 | Bridge position welding method for assembling steel box girder segments |
| CN111287088A (en) * | 2020-01-06 | 2020-06-16 | 河南省公路工程局集团有限公司 | Special steel temporary bridge for protecting crossing pipeline and construction method thereof |
| CN111636291A (en) * | 2020-05-22 | 2020-09-08 | 中铁上海工程局集团有限公司 | Recyclable door type steel cover beam pre-embedding device |
| CN112176865A (en) * | 2020-08-27 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Construction method for splicing and erecting high-speed railway frame pier steel beam in sections |
| CN113265952A (en) * | 2021-05-31 | 2021-08-17 | 中铁建大桥工程局集团第四工程有限公司 | Hoisting method for integral prefabrication of steel cover beam |
| CN115162173A (en) * | 2022-06-22 | 2022-10-11 | 中铁四局集团有限公司 | Construction method of square steel-concrete combined type portal pier |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003027404A (en) * | 2001-07-19 | 2003-01-29 | East Japan Railway Co | Method for constructing under-track structure |
| JP2009167592A (en) * | 2008-01-10 | 2009-07-30 | Ihi Corp | Method for joining pc (prestressed concrete) beam and steel beam together |
| CN201605527U (en) * | 2010-03-03 | 2010-10-13 | 杨宏量 | Steel structure bent cap additionally arranged at top of pier stud |
| CN102296527A (en) * | 2011-05-24 | 2011-12-28 | 中铁十局集团有限公司 | Portal pier continuous rigid frame beam |
| CN105484157A (en) * | 2015-11-19 | 2016-04-13 | 宁波交通工程建设集团有限公司 | Positioning device and construction method of capping beam of prefabricated bridge |
| CN105568866A (en) * | 2015-12-31 | 2016-05-11 | 中铁二十局集团第六工程有限公司 | Incremental launching construction method for large-span steel box girder spanning constructed road |
-
2016
- 2016-09-20 CN CN201610834374.2A patent/CN106498853A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003027404A (en) * | 2001-07-19 | 2003-01-29 | East Japan Railway Co | Method for constructing under-track structure |
| JP2009167592A (en) * | 2008-01-10 | 2009-07-30 | Ihi Corp | Method for joining pc (prestressed concrete) beam and steel beam together |
| CN201605527U (en) * | 2010-03-03 | 2010-10-13 | 杨宏量 | Steel structure bent cap additionally arranged at top of pier stud |
| CN102296527A (en) * | 2011-05-24 | 2011-12-28 | 中铁十局集团有限公司 | Portal pier continuous rigid frame beam |
| CN105484157A (en) * | 2015-11-19 | 2016-04-13 | 宁波交通工程建设集团有限公司 | Positioning device and construction method of capping beam of prefabricated bridge |
| CN105568866A (en) * | 2015-12-31 | 2016-05-11 | 中铁二十局集团第六工程有限公司 | Incremental launching construction method for large-span steel box girder spanning constructed road |
Non-Patent Citations (1)
| Title |
|---|
| 裴志慧: "新建铁路跨既有营业线钢盖梁吊装施工技术", 《施工技术》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107217599A (en) * | 2017-06-09 | 2017-09-29 | 中铁建大桥工程局集团第五工程有限公司 | Across Business Line steel and concrete structure transom pier gooseneck partial installation construction method |
| CN109371799A (en) * | 2018-10-29 | 2019-02-22 | 中铁第四勘察设计院集团有限公司 | Streetcar track beam steel structure |
| CN111287088A (en) * | 2020-01-06 | 2020-06-16 | 河南省公路工程局集团有限公司 | Special steel temporary bridge for protecting crossing pipeline and construction method thereof |
| CN111250833A (en) * | 2020-02-18 | 2020-06-09 | 中交路桥建设有限公司 | Bridge position welding method for assembling steel box girder segments |
| CN111636291A (en) * | 2020-05-22 | 2020-09-08 | 中铁上海工程局集团有限公司 | Recyclable door type steel cover beam pre-embedding device |
| CN112176865A (en) * | 2020-08-27 | 2021-01-05 | 中铁九局集团第七工程有限公司 | Construction method for splicing and erecting high-speed railway frame pier steel beam in sections |
| CN113265952A (en) * | 2021-05-31 | 2021-08-17 | 中铁建大桥工程局集团第四工程有限公司 | Hoisting method for integral prefabrication of steel cover beam |
| CN115162173A (en) * | 2022-06-22 | 2022-10-11 | 中铁四局集团有限公司 | Construction method of square steel-concrete combined type portal pier |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106498853A (en) | A kind of construction method of high ferro across existing railway large-span steel bent cap | |
| CN105625188A (en) | Construction method for 48m sectional beam of passenger railway based on BIM technology | |
| CN101701439B (en) | Steel reinforcement cage track skeleton method construction process of steel spring floating plate track | |
| CN101691787B (en) | Converse construction process for middle-high steel structure building | |
| CN102864737B (en) | Steel-structured passenger foot bridge | |
| CN110485429A (en) | A kind of prestressing force fashioned iron assembled combination inner support construction method | |
| CN109235292B (en) | Railway bridge beam replacing process | |
| CN106088127A (en) | Open caisson construction method | |
| CN108330835A (en) | The construction method of setting bracket | |
| CN112227416A (en) | Construction method of assembled steel pipe support and distribution beam combined support | |
| CN110509424B (en) | Construction method for transversely moving beams by double-track trolley | |
| CN102797223B (en) | Construction method for cast-in-place of continuous beam at turnout junction for passenger transport line in seawall area by false work method | |
| CN111485573A (en) | Transmission project prefabricated foundation installation and iron tower assembly coherent construction method | |
| CN110700023A (en) | Steel spring floating plate integral ballast bed construction method based on rail engineering | |
| CN110258217A (en) | The horizontal lift beam overhead transmission line construction method of prestressing force | |
| CN110453592B (en) | Bearing platform construction process method in prefabricated stand column range | |
| CN107476327A (en) | Narrow base list column step foundation construction method | |
| CN105804039B (en) | A kind of vertical ship lift balance weight track Fast Installation adjusting apparatus and its application process | |
| CN111472283B (en) | Construction method and structural system for ensuring installation accuracy of steel box girder of cable-stayed bridge | |
| CN115058977A (en) | Construction method for prefabricated pier stud of urban bridge | |
| CN111663779A (en) | Closed construction method for metallurgical industry factory building | |
| CN113005903A (en) | Grouting sleeve connection type bent cap assembling construction process | |
| CN113005904A (en) | Synchronous integral hoisting construction process for precast beam top anti-collision wall | |
| CN111335305A (en) | Double-casing zero-friction static load detection construction method based on uplift pile | |
| CN111705575A (en) | Pile plate type soilless roadbed and highway construction process |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170315 |
|
| RJ01 | Rejection of invention patent application after publication |