CN105421586A - Profile steel concrete column for urban mass transit elevated railway station and preparing method thereof - Google Patents
Profile steel concrete column for urban mass transit elevated railway station and preparing method thereof Download PDFInfo
- Publication number
- CN105421586A CN105421586A CN201510658835.0A CN201510658835A CN105421586A CN 105421586 A CN105421586 A CN 105421586A CN 201510658835 A CN201510658835 A CN 201510658835A CN 105421586 A CN105421586 A CN 105421586A
- Authority
- CN
- China
- Prior art keywords
- shaped steel
- steel
- web
- steel portion
- column
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 350
- 239000010959 steel Substances 0.000 title claims abstract description 350
- 239000004567 concrete Substances 0.000 title claims abstract description 71
- 238000000034 method Methods 0.000 title claims abstract description 12
- 238000003466 welding Methods 0.000 claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 16
- 238000002360 preparation method Methods 0.000 claims description 31
- 230000007547 defect Effects 0.000 claims description 14
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 12
- 238000005253 cladding Methods 0.000 claims description 9
- 238000005520 cutting process Methods 0.000 claims description 7
- 229910052742 iron Inorganic materials 0.000 claims description 6
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 6
- 230000004927 fusion Effects 0.000 claims description 4
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 3
- 229910000954 Medium-carbon steel Inorganic materials 0.000 claims description 3
- 239000011324 bead Substances 0.000 claims description 3
- 229910052799 carbon Inorganic materials 0.000 claims description 3
- 238000012790 confirmation Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000010438 heat treatment Methods 0.000 claims description 3
- 238000010791 quenching Methods 0.000 claims description 3
- 230000000171 quenching effect Effects 0.000 claims description 3
- 238000005476 soldering Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000005336 cracking Methods 0.000 claims description 2
- 230000000149 penetrating effect Effects 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 11
- 239000000725 suspension Substances 0.000 description 9
- 235000010627 Phaseolus vulgaris Nutrition 0.000 description 7
- 244000046052 Phaseolus vulgaris Species 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 239000010410 layer Substances 0.000 description 6
- 210000003205 muscle Anatomy 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 230000035939 shock Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000001816 cooling Methods 0.000 description 2
- 238000009432 framing Methods 0.000 description 2
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a preparing method for a profile steel concrete column for an urban mass transit elevated railway station. The method comprises the following steps that steel or a steel plate is prepared and used for preparing a first profile steel part, and a plurality of hole positions for penetrating are formed in a first web; locating welding is carried out on the first web and a first wing edge plate so that a first profile part can be formed; a second profile steel part and a third profile steel part are prepared; the second profile steel part and the third profile steel part are assembled at the two opposite sides of the first wing edge plate of the first profile steel part respectively to form a cross-shaped steel column; bolt screws are welded to the first profile steel part, the second profile steel part and the third profile steel part respectively. The invention further discloses the profile steel concrete column for the urban mass transit elevated railway station. By applying the profile steel concrete column for the urban mass transit elevated railway station and the preparing method thereof, the profile steel concrete column has good pressure bearing performance, is high in deformation ability, resists fatigue, and is good in impact resistance; the requirements for structural safety and project economy are met, and feasibility and working procedure arrangement of site construction are involved.
Description
Technical field
The present invention relates to engineering field, particularly relate to a kind of bridge that is applied to and build the bridge construction of unification and the profile steel concrete column at structural urban rail transit elevated station and preparation method thereof is built in room.
Background technology
Due to architectural space planning demand and profile restriction, combination column with section steel and concrete structure is as a kind of combining structure form having glamour, with compared with prismatic steel concrete rod structure, its bearing capacity and stiffness is significantly improved, and possess better ductility, be applied in all kinds of building structure, for complying with urban development demand increasingly extensively, guarantee structural safety, create very large economy, society and environmental benefit.
Existing steel reinforced concrete rod structure builds the bridge construction of unification and room at bridge, and to build structural application actually rare, and still have a lot of deficiency in load performance, deformability, endurance and impact resistance.
Summary of the invention
Technical problem to be solved by this invention is, provide the profile steel concrete column at a kind of urban rail transit elevated station and preparation method thereof, profile steel concrete column has good load performance, and deformability is strong, endurance, and shock resistance is good; Meet structural safety and engineering economy, also relate to feasibility and the procedure arrangement of site operation.
In order to solve the problems of the technologies described above, The embodiment provides the profile steel concrete column at a kind of urban rail transit elevated station and preparation method thereof, comprise the following steps: preparation steel or steel plate are in order to prepare the first shaped steel portion, and the first shaped steel portion comprises the first web and is connected to the first frange plate of the first web ends; First web is offered for through position, multiple hole; Weldering is positioned to the first web and the first frange plate, controls the spacing between the first web splice seam with the first frange plate splicing seams, to avoid concentrating of cross-seam and weld defect, the vertical first shaped steel portion of group; Prepare the second shaped steel portion and the 3rd shaped steel portion, the second shaped steel portion comprises the second web and is connected to the second frange plate of the second web one end, and the 3rd shaped steel portion comprises the 3rd web and is connected to the 3rd frange plate of the 3rd web one end; Assemble the relative both sides of the second shaped steel portion and first frange plate of the 3rd steel sections not in the first shaped steel portion, form cross-shaped profile steel column; Difference weld stud in the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion.
Wherein, the first shaped steel portion is H-shaped, and another the first shaped steel portion that the second shaped steel portion and the 3rd shaped steel portion are obtained by the step in identical preparation first shaped steel portion forms through cutting.
Wherein, prepare steel or steel plate to comprise in order to the step preparing the first shaped steel portion: the model specification of the iron rust on cleaning steel or steel plate and greasy dirt, confirmation steel and quality, to splice steel plate or steel and spliced steel plate or steel to be carried out to the step of slitting.
Wherein, first web is offered the mode of the step employing drill jig boring for through position, multiple hole, it comprises: drill jig is made up of medium carbon steel and is set in template through Quenching Treatment, several piece steel plate is piled up, spot welding is fixed, and synchronously hole by clamp, in order to improve drilling efficiency.
Wherein, position in the step of weldering to the first web and the first frange plate, use larger heat input to position weldering, in case weld cracking; Spacing dimension between first web splice seam and the first frange plate splicing seams is at least 200mm, and welding and assembling height is less than 2/3 of weld bead height, founds, is soldered in order to make the first shaped steel portion the deflection being no more than regulation in the process of transport in group.
Wherein, position in the step of weldering to the first web and the first frange plate, also comprise the step controlling tacking sectional dimension, in order to can all remeltings after making weld seam welding.
Wherein, prepare the first shaped steel portion, the step in the second shaped steel portion or the 3rd shaped steel portion also comprise steel or steel plate are aligned, step that leveling and groove open system.
Wherein, assemble the relative both sides of the second shaped steel portion and first frange plate of the 3rd steel sections not in the first shaped steel portion, also comprise before forming the step of cross-shaped profile steel column: remove the iron rust in welding region, oxide skin, skin spatter and the step of burr.
Wherein, assemble the relative both sides of the second shaped steel portion and first frange plate of the 3rd steel sections not in the first shaped steel portion, further comprising the steps of after forming the step of cross-shaped profile steel column: to check whether cross-shaped profile steel column produces distortion, if find distortion, carry out machinery and correct or adopt flame straightening; Wherein: during flame straightening, heating and temperature control is at 650 DEG C.
Wherein, also comprise: the step that ultrasonic testing/ ultrasonic examination detects, wherein: when determining that weld seam inside exists excessive defect, according to position and the degree of depth of defect, use grinder buffing or carbon arc air gouging removal of defects, the starting the arc in groove during soldering, fill up arc crater during blow-out, fusion length is greater than 100mm.
For solving the problems of the technologies described above, present invention also offers the profile steel concrete column at another kind of technical scheme, a kind of urban rail transit elevated station, be applied to bridge and build the bridge construction of unification and room is built in structure, comprising: steel column, the distributing bar being arranged in steel column periphery and stirrup and be coated on the concrete cladding of steel column, distributing bar and stirrup outside; Steel column comprises: the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion, first shaped steel portion comprises the first web and is connected to the first frange plate of the first web ends, second shaped steel portion comprises the second web and is connected to the second frange plate of the second web one end, 3rd shaped steel portion comprises the 3rd web and is connected to the 3rd frange plate of the 3rd web one end, wherein: second web in the second shaped steel portion is connected the relative both sides of the first shaped steel portion first frange plate respectively with the 3rd web in the 3rd shaped steel portion; The outside of the outside of the outside of the first shaped steel portion first frange plate, the second shaped steel portion second frange plate and the 3rd shaped steel portion the 3rd frange plate is welded with multiple peg respectively.
The profile steel concrete column at urban rail transit elevated station provided by the present invention and preparation method thereof, has following beneficial effect:
The first, form cross-shaped profile steel column by the first shaped steel portion, the second shaped steel portion and the assembling of the 3rd shaped steel portion, the frame column component of periphery preparation reinforcing bar and stirrup, has good load performance, and deformability is strong, and endurance, shock resistance is good.
The second, the bean column node position be connected with cruciform bracing at combination column with section steel and concrete arranges branch sleeve, the main muscle of transverse direction for cruciform bracing and lengthways main steel bar pass and can carry out fastening, bean column node construction safety can be ensured on the one hand, reduce construction risk, on the other hand can lifting construction efficiency, save the duration.
Three, combination column with section steel and concrete is connected by suspension column structure with cushion cap, the accurate location of combination column with section steel and concrete can be ensured, effectively can bear deadweight and the Train motion load of urban rail transit elevated station superstructure, in antidetonation, also have superperformance.
Four, preparation and construction method rationally, can meet structural safety and engineering economy, also relate to feasibility and the procedure arrangement of site operation.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is the facade structures schematic diagram of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 2 is the side structure schematic diagram of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 3 is the structure for amplifying schematic diagram of the steel column of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 4 is the section structure schematic diagram of the arrangement of reinforcement of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 5 is the reinforcement detailing schematic diagram of the bean column node of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 6 is the cross section structure schematic diagram of the profile steel concrete column A-A as shown in Figure 5 at embodiment of the present invention urban rail transit elevated station.
Fig. 7 is the cross section structure schematic diagram of the profile steel concrete column B-B as shown in Figure 5 at embodiment of the present invention urban rail transit elevated station.
Fig. 8 is the structure for amplifying schematic diagram of the suspension column structure of the profile steel concrete column at embodiment of the present invention urban rail transit elevated station.
Fig. 9 is the cross section structure schematic diagram of the profile steel concrete column C-C as shown in Figure 8 at embodiment of the present invention urban rail transit elevated station.
Figure 10 is the cross section structure schematic diagram of the profile steel concrete column D-D as shown in Figure 8 at embodiment of the present invention urban rail transit elevated station.
Figure 11 is the cross section structure schematic diagram of the profile steel concrete column E-E as shown in Figure 8 at embodiment of the present invention urban rail transit elevated station.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
The invention discloses a kind of preparation method of profile steel concrete column of urban rail transit elevated station, to build the profile steel concrete column on combined structure in order to Application and preparation in bridge, comprise the following steps:
Step S10, preparation steel or steel plate are in order to prepare the first shaped steel portion, and the first shaped steel portion comprises the first web and is connected to the first frange plate of the first web ends;
In the present embodiment, first shaped steel portion is H-shaped, prepares steel or steel plate and comprises in order to the step preparing the first shaped steel portion: the model specification of the iron rust on cleaning steel or steel plate and greasy dirt, confirmation steel and quality, to splice and spliced steel plate or steel are carried out to the step of slitting to steel plate or steel.In addition, actual charging length is exceeded to design length, the sheet material welded must be carried out before blanking, generally do not allow wall scroll to splice, splicing steel plate must whole steel plate by slitting again after the splicing of splicing length.In order to avoid concentrating of cross-seam and weld defect, the spacing of the first frange plate splicing seams in the first shaped steel portion and the first web splice seam should not be less than 200mm.
Step S20, the first web is offered for through position, multiple hole;
In the present embodiment, the main muscle of the bean column node position that combination column with section steel and concrete is connected with cruciform bracing and the suspension column structure division that combination column with section steel and concrete is connected with cushion cap and the first web position conflict in the first shaped steel portion, need offer aperture to meet the through requirement of reinforcing bar on the first web.Because in designing requirement first shaped steel portion, aperture is larger, position, hole is more, required precision is high, the mode that drill jig is holed is adopted in manufacturing process, it comprises: drill jig is made up of medium carbon steel and is set in template through Quenching Treatment, and be piled up by several piece steel plate, spot welding is fixed, and synchronously hole by clamp, in order to improve drilling efficiency.
Step S30, positions weldering to the first web and the first frange plate, controls the spacing between the first web splice seam with the first frange plate splicing seams, to avoid concentrating of cross-seam and weld defect, and the vertical first shaped steel portion of group;
During concrete enforcement, the first shaped steel portion group should note the mutual alignment of the first frange plate and the first web immediately, and the spacing of its first frange plate splicing seams and the first web splice seam should not be less than 200mm.During the first shaped steel portion tacking, welding and assembling height must not exceed weld bead height 2/3, and group is to the size having the weld seam of groove weldering Gao Buying to exceed groove.The requirement of strength of tacking founds welding transport process from the first shaped steel portion group can not snap and have the distortion exceeding regulation, the position of tacking and size should not affect welding quality for principle, therefore tacking sectional dimension is unsuitable excessive, and answer strict control of quality, so that can by its whole remelting after weld seam welding.Location welding rod should be identical with welding electrode.Tacking, because fusion length is short, cross section is little, cooling velocity is fast, weld seam easily ftractures, should select larger heat input to position weldering, in case weld seam is opened.
Step S40, prepares the second shaped steel portion and the 3rd shaped steel portion, and the second shaped steel portion comprises the second web and is connected to the second frange plate of the second web one end, and the 3rd shaped steel portion comprises the 3rd web and is connected to the 3rd frange plate of the 3rd web one end.
In the present embodiment, the second shaped steel portion and the 3rd steel sections not T-shaped.Second shaped steel portion and the 3rd shaped steel portion can be obtained by the described first shaped steel portion of cutting.Particularly, the first shaped steel portion can select the hot rolled H-shaped or welded H section steel of wide width wing edge; Second shaped steel portion and the 3rd shaped steel portion can form the first shaped steel portion from the middle subdivision of the first web, also can directly adopt Plate Welding to become T-shaped.In the present embodiment, first prepare two piece of first shaped steel portion that shape and structure is identical, Plate Welding is become H profile steel, then wherein one piece of H profile steel is cut into two pieces of T-steels, form the second shaped steel portion and the 3rd shaped steel portion.During cutting, for preventing distortion, convenient boring, do not cut off at middle and each reserved 100mm in two ends, after cooling row cutting again.T-steel after cutting is aligned, leveling and groove open system, technique is with the first shaped steel portion.
Step S50, assembles the relative both sides of the second shaped steel portion and first frange plate of the 3rd steel sections not in the first shaped steel portion, forms cross-shaped profile steel column;
First web in the second shaped steel portion and the 3rd shaped steel portion and the first shaped steel portion is welded, thus obtains in criss-cross steel column.In the present embodiment, steel column adopts Q345B level steel, so can reduce error, reduce costs, make assembling more convenient.
During concrete enforcement, first check need assemble the first shaped steel portion, that whether the second shaped steel portion and the 3rd shaped steel portion correct is qualified, its appearance and size whether reach requirement check on inspection qualified, and all iron rust in welding region, oxide skin, skin are spattered, the eliminating impurities such as burr clean after, just can start to assemble cross column.
After having welded, check whether cross column produces distortion.As found distortion, utilize forcing press to carry out machinery and correct or adopt flame straightening, during flame straightening, heating and temperature control is at 650 DEG C.When torsional deformation is corrected, one end is fixed, and the other end adopts jack to correct, and the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion adopt identical rectification mode.
Step S60, difference weld stud in the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion.
During concrete enforcement, the outside of the outside of the outside of the first shaped steel portion first frange plate, the second shaped steel portion second frange plate and the 3rd shaped steel portion the 3rd frange plate is welded with peg respectively, in the present embodiment, every block frange plate is provided with two row's pegs from top to bottom, and its up and down between evenly equidistantly to arrange.That is, the section of each steel column is arranged 8 pegs, and weld with frange plate.The effect of peg is to ensure the shearing resistance cut piece that the reliable and co-operation of power transmission between steel column and outer concrete cladding is arranged, in order to the joint load born by steel column passes to Steel section member smoothly.
Preferably, in the present embodiment, determine through anti-shearing calculating, longitudinal direction (bearing of trend along the steel column 11) spacing between adjacent two peg T is arranged by being not more than 150mm, to play its shear behavior to greatest extent.
Preferably, in order to ensure that welding connects voltage stability, the power supply of melting welding peg machine should be laid separately.The oil stain of the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion upper surface should be removed, and does not have the spot of dew, rainwater, oil and other influences weldquality.Require that relative air humidity is no more than 85%.
Further, also comprise: the step that ultrasonic testing/ ultrasonic examination detects, wherein: should reprocess when there is excessive defect through nondestructive inspection determination weld seam inside, same position number of rewelding is no more than twice.When determining that weld seam inside exists excessive defect, according to position and the degree of depth of defect, use grinder buffing or carbon arc air gouging removal of defects, during soldering, the starting the arc in groove, fills up arc crater during blow-out, and fusion length is greater than 100mm.
Further, also comprise: the former numbering marking component in the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion, mark available label or paint are directly write, if desired can Marked Weight, position of centre of gravity and telltale mark.Before dispatching from the factory, steel beam column is carried out an acceptance inspection, and carry out assembled in advance in factory, check whether and meet design size and total quality situation.
In conjunction with see shown in Fig. 1-Figure 11, it is the embodiment one of the steel reinforced concrete rod structure at urban rail transit elevated station obtained by above-mentioned preparation method.
The profile steel concrete column at the urban rail transit elevated station in the present embodiment is applied to bridge and builds the bridge construction of unification and room is built in structure.Wherein: bridge is built combined structure and referred to: bridge and room are built structure and combined, the bent cap of bridge, pier stud, basis are built structure for bridge construction and room and are had, the transverse frame of bridge builds by longitudinal room the space frame system that structural beam slab monobloc cast formed, as Figure 1-Figure 2.
Urban rail transit elevated station in the present embodiment adopts horizontal single span compound steel tendon concrete frame structure pattern, and the overall length at station is 186m, wide 18.2m.Wherein: ground one deck is set to device rooms, F2/B2 is station hall layer, three layers is station layer on the ground, station hall layer is provided with column, cruciform bracing, the structures such as longitudinal framing beam and cable interlayer, station layer is provided with the structures such as driving channel layer cruciform bracing, rail beam and longitudinal framing beam, during practical application, can adjust.Simultaneously, affect larger rail beam by train load in said structure and supporting construction can design by existing railway bridges and culverts specification, affect less so that impregnable general building structure component can design by Current Building ' specification by train load.
Further, the profile steel concrete column at the urban rail transit elevated station in the present embodiment, comprising: cushion cap 2, the cruciform bracing 3 being fastened on the combination column with section steel and concrete 1 on cushion cap 2 and being fastened on combination column with section steel and concrete 1.
Wherein, as shown in Figure 3, combination column with section steel and concrete 1 comprises: steel column 11, the distributing bar being arranged in steel column 11 periphery and stirrup and be coated on the concrete cladding 14. of steel column 11, distributing bar and stirrup outside
Steel column 11 comprises: the first shaped steel portion 112 of shaped steel portion 111, second and the 3rd shaped steel portion 113, first shaped steel portion 111 comprises the first web 111a and is connected to the first frange plate 111b of the first web 111a ends, second shaped steel portion 112 comprises the second web 112a and is connected to the second frange plate 112b of the second web 112a mono-end, 3rd shaped steel portion 113 comprises the 3rd web 113a and is connected to the 3rd frange plate 113b of the 3rd web 113a mono-end, wherein:
The second web 112a in the second shaped steel portion 112 and the 3rd web 113a in the 3rd shaped steel portion 113 are connected the relative both sides of the first shaped steel portion 111 first web 111a respectively.
In the present embodiment, the first shaped steel portion 111 is in H-shaped, and the second shaped steel portion 112 and the 3rd shaped steel portion 113 distinguish T-shaped.In the specific implementation, the second shaped steel portion 112 and the 3rd shaped steel portion 113 can be obtained by the described first shaped steel portion 111 of cutting.Particularly, the first shaped steel portion 111 can select the hot rolled H-shaped or welded H section steel of wide width wing edge; Second shaped steel portion 112 and the 3rd shaped steel portion 113 can form the first shaped steel portion 111 from the middle subdivision of the first web 111a, also can directly adopt Plate Welding to become T-shaped.
In this enforcement, first two piece of first shaped steel portion 111 that shape and structure is identical is prepared, Plate Welding is become H profile steel, then wherein one piece of H profile steel is cut into two pieces of T-steels, form the second shaped steel portion 112 and the 3rd shaped steel portion 113, finally the first web 111a in the second shaped steel portion 112 and the 3rd shaped steel portion 113 and the first shaped steel portion 111 is welded, thus obtain in criss-cross steel column.In the present embodiment, steel column 11 adopts Q345B level steel, so can reduce error, reduce costs, and makes assembling more convenient.
Further, the outside of the outside of the first shaped steel portion 111 first frange plate 111b, the second shaped steel portion 112 second frange plate 112b and the outside of the 3rd shaped steel portion 113 the 3rd frange plate 113b are welded with peg T respectively, in the present embodiment, every block frange plate is provided with two row's peg T from top to bottom, and its up and down between evenly equidistantly to arrange.That is, the section of each steel column 11 is arranged 8 peg T, and weld with frange plate.The effect of peg T is to ensure the shearing resistance cut piece that the reliable and co-operation of power transmission between steel column 11 and outer concrete cladding 14 is arranged, in order to the joint load born by steel column 1 passes to Steel section member smoothly.
Preferably, in the present embodiment, determine through anti-shearing calculating, longitudinal direction (bearing of trend along the steel column 11) spacing between adjacent two peg T is arranged by being not more than 150mm, to play its shear behavior to greatest extent.
As shown in Figure 4, the distributing bar being arranged in steel column 11 periphery is arranged along the bearing of trend of profile steel concrete column 1, and it comprises: the second distributing bar 122 being evenly arranged in the first distributing bar 121 on the quadripolar corners position of steel column 11 and being evenly arranged in outside peg T on correspondence position.In the present embodiment, the diameter dimension of the first distributing bar 121 is 28mm, and its cross section line is horn shape, and the diameter dimension of the second distributing bar 122 is 22mm, and its cross section line linearly.Distributing bar is set, and the effect setting of the diameter dimension of the first distributing bar 121 being greater than the diameter dimension of the second distributing bar 122 is: confined concrete cladding 14, ensure that distributing bar and steel column 11 can actings in conjunction preferably, prevent concrete cladding 14 from seriously peeling off at failure stage, ensure the plastic deformation ability of steel column 11.
Be socketed in the bearing of trend arrangement setting of the stirrup on distributing bar along profile steel concrete column 1, it comprises: be socketed in the first stirrup 131 of the first distributing bar 121 and the second distributing bar 122 periphery and the second stirrup 132, first stirrup 131 be arranged on inside the first stirrup 131 and the second stirrup 132 and arrange encryption section within the scope of certain depth of section of the top of combination column with section steel and concrete and bottom.
The effect arranging stirrup is: confined concrete cladding 14, ensures that distributing bar and steel column 11 can actings in conjunction preferably, prevents concrete cladding 14 from seriously peeling off at failure stage, the plastic deformation ability of guarantee steel column 11.
Preferably, the spacing in encryption section between the first stirrup 131 and the second stirrup 132 is greater than the first stirrup 131 and the spacing of the second stirrup 132 in other region.In the present embodiment, the diameter of the first stirrup 131 and the second stirrup 132 is respectively 14mm, and between the first stirrup 131 and the second stirrup 132, spacing is 100mm-200mm; Implement stirrup encryption in the scope of the 1.5 times of depth of sections in steel column 11 top and distance from bottom end, the spacing between encryption section first stirrup 131 and the second stirrup 132 is 200mm/300mm, and its effect is the needs considering antidetonation, strengthens rigidity.
Further, the bean column node position be connected with cruciform bracing 3 at combination column with section steel and concrete 1 arrange with for the main muscle of transverse direction 31 of cruciform bracing and lengthways main steel bar 32 through and carry out the first fastening branch sleeve 4.As illustrated in figs. 5-7.The effect of the first branch sleeve 4 is on the basis ensureing steel column 11 intensity, takes into account and reduces the loss of shaped steel cross section, and constructability.
Preferably, arrange horizontal sash rib and/or the sash rib 5 of longitudinal direction around the first branch sleeve 4 respectively, it can the rigidity of strengthened beam Column border node.
Further, combination column with section steel and concrete 1 is connected by suspension column structure with cushion cap 2, as illustrated in figs. 8-11.Wherein, suspension column structure comprises: the base plate 61 being connected to the first shaped steel portion 112 of shaped steel portion 111, second and the 3rd end, the same side, shaped steel portion 113, crab-bolt backing plate 62 and pedestal anchor bolt 63, wherein: the soldered quadripolar corners at base plate 61 of crab-bolt backing plate 62, pedestal anchor bolt 63 is locked through crab-bolt backing plate 62 and base plate 61.
Preferably, suspension column structure also comprises: pass with for the main muscle of transverse direction crossing with described first frange plate 111b, the second frange plate 112b and the 3rd frange plate 113b and/or lengthways main steel bar and carry out the second fastening branch sleeve 64.The effect of the second branch sleeve 64 is on the basis ensureing suspension column structural strength, takes into account and reduces the loss of shaped steel cross section, and constructability.
Preferably, around the second branch sleeve 64, arrange horizontal sash rib and/or the sash rib 65 of longitudinal direction respectively, it can strengthen the rigidity of suspension column structure.
The profile steel concrete column at urban rail transit elevated station provided by the present invention and preparation method thereof, has following beneficial effect:
The first, form cross-shaped profile steel column by the first shaped steel portion, the second shaped steel portion and the assembling of the 3rd shaped steel portion, the frame column component of periphery preparation reinforcing bar and stirrup, has good load performance, and deformability is strong, and endurance, shock resistance is good.
The second, the bean column node position be connected with cruciform bracing at combination column with section steel and concrete arranges branch sleeve, the main muscle of transverse direction for cruciform bracing and lengthways main steel bar pass and can carry out fastening, bean column node construction safety can be ensured on the one hand, reduce construction risk, on the other hand can lifting construction efficiency, save the duration.
Three, combination column with section steel and concrete is connected by suspension column structure with cushion cap, the accurate location of combination column with section steel and concrete can be ensured, effectively can bear deadweight and the Train motion load of urban rail transit elevated station superstructure, in antidetonation, also have superperformance.
Four, preparation and construction method rationally, can meet structural safety and engineering economy, also relate to feasibility and the procedure arrangement of site operation.
Claims (11)
1. a preparation method for the profile steel concrete column at urban rail transit elevated station, to build the profile steel concrete column on combined structure, it is characterized in that, comprise the following steps in bridge in order to Application and preparation:
Preparation steel or steel plate are in order to prepare the first shaped steel portion, and described first shaped steel portion comprises the first web and is connected to the first frange plate of described first web ends;
Described first web is offered for through position, multiple hole;
Weldering is positioned to described first web and described first frange plate, controls the spacing between the first web splice seam with the first frange plate splicing seams, to avoid concentrating of cross-seam and weld defect, the vertical described first shaped steel portion of group;
Prepare the second shaped steel portion and the 3rd shaped steel portion, described second shaped steel portion comprises the second web and is connected to the second frange plate of described second web one end, and described 3rd shaped steel portion comprises the 3rd web and is connected to the 3rd frange plate of described 3rd web one end;
Assemble the relative both sides of described second shaped steel portion and described first frange plate of described 3rd steel sections not in described first shaped steel portion, form cross-shaped profile steel column;
Difference weld stud in described first shaped steel portion, described second shaped steel portion and described 3rd shaped steel portion.
2. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, described first shaped steel portion is H-shaped, and another the first shaped steel portion that described second shaped steel portion and described 3rd shaped steel portion are obtained by the step in the described first shaped steel portion of described identical preparation forms through cutting.
3. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, described preparation steel or steel plate comprise in order to the step preparing the first shaped steel portion: clear up iron rust on described steel or steel plate and greasy dirt, the model specification of the described steel of confirmation and quality, to splice described steel plate or steel and described spliced steel plate or steel are carried out to the step of slitting.
4. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, described offer on described first web for through position, multiple hole step adopt drill jig boring mode, it comprises: drill jig is made up of medium carbon steel and is set in template through Quenching Treatment, several piece steel plate is piled up, spot welding is fixed, and synchronously holes by clamp, in order to improve drilling efficiency.
5. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, describedly position in the step of weldering to described first web and described first frange plate, use larger heat input to position weldering, in case weld cracking;
Spacing dimension between described first web splice seam and described first frange plate splicing seams is at least 200mm, and welding and assembling height is less than 2/3 of weld bead height, found, be soldered in order to make described first shaped steel portion the deflection being no more than regulation in the process of transport in group.
6. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 5, it is characterized in that, describedly position in the step of weldering to described first web and described first frange plate, also comprise the step controlling tacking sectional dimension, in order to can all remeltings after making weld seam welding.
7. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, the step in described preparation first shaped steel portion, the second shaped steel portion or the 3rd shaped steel portion also comprise steel or steel plate are aligned, step that leveling and groove open system.
8. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, the relative both sides of the described second shaped steel portion of described assembling and described first frange plate of described 3rd steel sections not in described first shaped steel portion, also comprise before forming the step of cross-shaped profile steel column: remove the iron rust in welding region, oxide skin, skin spatter and the step of burr.
9. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 8, it is characterized in that, the relative both sides of the described second shaped steel portion of described assembling and described first frange plate of described 3rd steel sections not in described first shaped steel portion, further comprising the steps of after forming the step of cross-shaped profile steel column:
Check whether cross-shaped profile steel column produces distortion, if find distortion, carry out machinery and correct or adopt flame straightening; Wherein: during flame straightening, heating and temperature control is at 650 DEG C.
10. the preparation method of the profile steel concrete column at urban rail transit elevated station as claimed in claim 1, it is characterized in that, also comprise: the step that ultrasonic testing/ ultrasonic examination detects, wherein: when determining that weld seam inside exists excessive defect, according to position and the degree of depth of defect, use grinder buffing or carbon arc air gouging removal of defects, the starting the arc in groove during soldering, fill up arc crater during blow-out, fusion length is greater than 100mm.
The profile steel concrete column at 11. 1 kinds of urban rail transit elevated stations, is applied to bridge and builds the bridge construction of unification and room is built in structure, it is characterized in that, comprising:
Steel column, the distributing bar being arranged in described steel column periphery and stirrup and be coated on the concrete cladding of described steel column, distributing bar and stirrup outside;
Described steel column comprises: the first shaped steel portion, the second shaped steel portion and the 3rd shaped steel portion, described first shaped steel portion comprises the first web and is connected to the first frange plate of described first web ends, described second shaped steel portion comprises the second web and is connected to the second frange plate of described second web one end, described 3rd shaped steel portion comprises the 3rd web and is connected to the 3rd frange plate of described 3rd web one end, wherein:
Second web and the 3rd web in described 3rd shaped steel portion in described second shaped steel portion are connected the relative both sides of described first shaped steel portion first frange plate respectively;
The outside of the outside of the outside of described first shaped steel portion first frange plate, described second shaped steel portion second frange plate and described 3rd shaped steel portion the 3rd frange plate is welded with multiple peg respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510658835.0A CN105421586B (en) | 2015-10-14 | 2015-10-14 | A kind of profile steel concrete column at urban rail transit elevated station and preparation method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510658835.0A CN105421586B (en) | 2015-10-14 | 2015-10-14 | A kind of profile steel concrete column at urban rail transit elevated station and preparation method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105421586A true CN105421586A (en) | 2016-03-23 |
| CN105421586B CN105421586B (en) | 2018-06-26 |
Family
ID=55500093
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510658835.0A Active CN105421586B (en) | 2015-10-14 | 2015-10-14 | A kind of profile steel concrete column at urban rail transit elevated station and preparation method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105421586B (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106437029A (en) * | 2016-08-31 | 2017-02-22 | 绍兴职业技术学院 | Structural steel stiffness concrete structure |
| WO2018069752A1 (en) * | 2016-10-14 | 2018-04-19 | Arcelormittal | Steel reinforced concrete column |
| CN107974931A (en) * | 2017-11-23 | 2018-05-01 | 南京工业大学 | Self-energy-consumption high pier structure system with post-earthquake recoverable performance |
| CN108301563A (en) * | 2018-03-22 | 2018-07-20 | 中建二局第三建筑工程有限公司 | Basement stiff column structure and construction method thereof |
| CN108788626A (en) * | 2017-04-28 | 2018-11-13 | 北京智慧云建科技有限公司 | A kind of technique of Steel section member manufacturing procedure Forward |
| CN108978997A (en) * | 2018-08-16 | 2018-12-11 | 广州五羊钢结构有限公司 | A kind of composite steel column and its processing method |
| CN109057156A (en) * | 2017-01-03 | 2018-12-21 | 郑瑞平 | A kind of construction method for the concrete column improving Torsion bearing capacity |
| CN110984383A (en) * | 2019-11-28 | 2020-04-10 | 中建八局第一建设有限公司 | Construction structure and method of large-section steel-concrete column and beam joint |
| CN111188258A (en) * | 2020-02-17 | 2020-05-22 | 河南省交通规划设计研究院股份有限公司 | Novel assembled bridge substructure |
| CN113152679A (en) * | 2021-05-28 | 2021-07-23 | 广州市房屋开发建设有限公司 | Steel structure node and construction method thereof |
| CN114193635A (en) * | 2021-12-23 | 2022-03-18 | 国泰新点软件股份有限公司 | Method and device for cutting beam in building engineering |
| CN114250912A (en) * | 2021-12-30 | 2022-03-29 | 扬州大学 | Prefabricated section steel concrete column and composite structure |
| CN115383407A (en) * | 2022-09-05 | 2022-11-25 | 中车大连机车车辆有限公司 | Wall-mounted cross crane beam machining and manufacturing method |
| CN116180873A (en) * | 2023-04-27 | 2023-05-30 | 矿冶科技集团有限公司 | Derrick and frame type drainage well |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1963104A (en) * | 2006-12-08 | 2007-05-16 | 北京工业大学 | Profiled steel concrete profiled pile and method for making same |
| JP2010133205A (en) * | 2008-12-08 | 2010-06-17 | Shimizu Corp | Reinforcing structure of concrete structure using fiber sheet |
| CN103452243A (en) * | 2013-09-16 | 2013-12-18 | 南京工业大学 | Cross-shaped section steel rib concrete special-shaped column with quadrilateral holes in steel rib web |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
-
2015
- 2015-10-14 CN CN201510658835.0A patent/CN105421586B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1963104A (en) * | 2006-12-08 | 2007-05-16 | 北京工业大学 | Profiled steel concrete profiled pile and method for making same |
| JP2010133205A (en) * | 2008-12-08 | 2010-06-17 | Shimizu Corp | Reinforcing structure of concrete structure using fiber sheet |
| CN103452243A (en) * | 2013-09-16 | 2013-12-18 | 南京工业大学 | Cross-shaped section steel rib concrete special-shaped column with quadrilateral holes in steel rib web |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106437029A (en) * | 2016-08-31 | 2017-02-22 | 绍兴职业技术学院 | Structural steel stiffness concrete structure |
| US11661742B2 (en) | 2016-10-14 | 2023-05-30 | Arcelormittal | Steel reinforced concrete column |
| WO2018069752A1 (en) * | 2016-10-14 | 2018-04-19 | Arcelormittal | Steel reinforced concrete column |
| JP2019534964A (en) * | 2016-10-14 | 2019-12-05 | アルセロールミッタルＡｒｃｅｌｏｒＭｉｔｔａｌ | Steel reinforced concrete columns |
| CN109057156A (en) * | 2017-01-03 | 2018-12-21 | 郑瑞平 | A kind of construction method for the concrete column improving Torsion bearing capacity |
| CN108788626A (en) * | 2017-04-28 | 2018-11-13 | 北京智慧云建科技有限公司 | A kind of technique of Steel section member manufacturing procedure Forward |
| CN107974931A (en) * | 2017-11-23 | 2018-05-01 | 南京工业大学 | Self-energy-consumption high pier structure system with post-earthquake recoverable performance |
| CN107974931B (en) * | 2017-11-23 | 2019-05-31 | 南京工业大学 | Self-energy-consumption high pier structure system with post-earthquake recoverable performance |
| CN108301563A (en) * | 2018-03-22 | 2018-07-20 | 中建二局第三建筑工程有限公司 | Basement stiff column structure and construction method thereof |
| CN108301563B (en) * | 2018-03-22 | 2023-10-27 | 中建二局第三建筑工程有限公司 | Basement stiffness steel column and construction method thereof |
| CN108978997A (en) * | 2018-08-16 | 2018-12-11 | 广州五羊钢结构有限公司 | A kind of composite steel column and its processing method |
| CN110984383A (en) * | 2019-11-28 | 2020-04-10 | 中建八局第一建设有限公司 | Construction structure and method of large-section steel-concrete column and beam joint |
| CN111188258A (en) * | 2020-02-17 | 2020-05-22 | 河南省交通规划设计研究院股份有限公司 | Novel assembled bridge substructure |
| CN113152679A (en) * | 2021-05-28 | 2021-07-23 | 广州市房屋开发建设有限公司 | Steel structure node and construction method thereof |
| CN114193635A (en) * | 2021-12-23 | 2022-03-18 | 国泰新点软件股份有限公司 | Method and device for cutting beam in building engineering |
| CN114193635B (en) * | 2021-12-23 | 2024-03-12 | 国泰新点软件股份有限公司 | Method and device for cutting middle beam of constructional engineering |
| CN114250912A (en) * | 2021-12-30 | 2022-03-29 | 扬州大学 | Prefabricated section steel concrete column and composite structure |
| CN115383407A (en) * | 2022-09-05 | 2022-11-25 | 中车大连机车车辆有限公司 | Wall-mounted cross crane beam machining and manufacturing method |
| CN115383407B (en) * | 2022-09-05 | 2023-09-12 | 中车大连机车车辆有限公司 | Machining and manufacturing method of wall-mounted cross crane beam |
| CN116180873A (en) * | 2023-04-27 | 2023-05-30 | 矿冶科技集团有限公司 | Derrick and frame type drainage well |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105421586B (en) | 2018-06-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105421586A (en) | Profile steel concrete column for urban mass transit elevated railway station and preparing method thereof | |
| CN101862942B (en) | Manufacturing process method of whipping-proof steel structure of conventional island main workshop of nuclear power station | |
| CN104695624B (en) | Processing technology for large-cross-section box column | |
| CN205954660U (en) | Steel tower crane foundation structure | |
| CN212641167U (en) | Curve steel box bridge through flip-chip preparation | |
| CN115365690B (en) | Construction method of large-section steel S690 high-strength steel box-type arch rib of large-scale steel bridge | |
| CN108382989A (en) | Rail box-girder and its manufacturing method during large-tonnage bridge crane is used | |
| JP2018053626A (en) | Welding method of building steel pipe column | |
| CN105862589A (en) | Manufacturing method for broken-line-shaped double-joint stud welded chord member with anchor boxes | |
| CN110924537A (en) | Construction process of H-shaped steel concrete transfer beam-reinforced concrete column joint | |
| CN107199437A (en) | Preparation method of steel anchor beam segment | |
| CN116571842A (en) | Automatic welding method for construction site of bridge tower with oversized-section steel structure | |
| CN106703073B (en) | Super High building hoist exempts from return back to top steel beam foundation and its construction method | |
| CN105464458A (en) | Urban rail transit overhead station and section steel and concrete combined column thereof | |
| RU2606176C1 (en) | Rail joint and it's method of manufacturing | |
| JP7252249B2 (en) | Square steel pipe and welding method for square steel pipe | |
| CN205804625U (en) | A kind of case shaped-steel joint bracket for prefabricated assembled concrete center pillar | |
| CN109434315B (en) | Processing and manufacturing process of integrated box shear wall structure | |
| CN202788024U (en) | High-rigidity concrete beam structure | |
| CN104695339A (en) | Construction method for carrying out shear strengthening on concrete box girder by adopting corrugated steel web | |
| CN202780329U (en) | Three-dimensional adjusting structure for butt-jointing welding pieces | |
| CN115341488B (en) | A bolt connection matching method for large-section super-long members | |
| CN213741564U (en) | Hotel conversion layer truss structure | |
| CN211713649U (en) | Bridge height-variable stiffening section structure containing grid plate structure | |
| CN110528384B (en) | Novel embedded unit type ultra-long-life multidirectional displacement bridge expansion device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |