CN102839607A - Construction method for cantilever assembly steel arches for cast-in-situ large-span concrete arch bridge - Google Patents
Construction method for cantilever assembly steel arches for cast-in-situ large-span concrete arch bridge Download PDFInfo
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Abstract
The invention relates to the technology of cantilever assembly steel arches for an arch bridge, and particularly relates to a construction method for cantilever assembly steel arches for a cast-in-situ large-span concrete arch bridge. According to the invention, the steel arch is formed by jointing a standard segment, an adjustment segment, an arch crown segment and an arch springing segment, a construction process mainly comprises assembly for the steel arches and transversal movement for the steel arches which are performed simultaneously at the both sides spanned by the bridge during construction. The construction method is characterized in that a transversal system adopts a transversal connection mode, and an arch top surface and a floor adopt a flat connection mode during a segment connection process; the segments are connected by adopting bottom chord pin shafts and top chord bolts; and the specific construction is performed according to six steps including arrangement for a steel arch abutment, assembly for steel arch segments, arrangement for a transversal cable wind rope, pavement for a main arch ring, detachment for the steel arches, and transversal movement for the steel arches. The method is saving in material use, high in speed, reasonable in structure, advanced, economic and practical in technology, and suitable for arch bridges with different spans.
Description
Technical field
The present invention relates to arch bridge cantilever steel bow member technology, is cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly.
Background technology
The method of existing arch bridge splicing steel bow member is a lot, universal rod body assembling method for example, but the construction period of universal rod body assembly unit is very long, and work progress causes bigger influence to environment, can receive Effect of Environmental such as flood season simultaneously, thus the influence construction.
Adopt and often to adopt in the cantilever steel bow member that the negative and positive head node connects, the pin joint fixed method, though this method be connected firmly, too inflexible, can not realize that the splicing accent strides.
Simultaneously, utilize traversing chassis or pre-buried slipping to realize that the horizontal method of sliding of steel bow member is too loaded down with trivial details, and be difficult for realizing.
Summary of the invention
Content of the present invention provides a kind of cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly, realizes shortening the engineering time, saves material and traversing convenient and swift.
Technical scheme of the present invention is cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly; The steel bow member is made up of standard sections, adjusting sections, vault sections and the splicing of arch springing sections; Work progress comprises that mainly the assembly unit of steel bow member and steel bow member are traversing; Carry out simultaneously in the both sides that spanning is got over during construction, it is characterized in that: transverse tie adopts the horizontal-associate bind mode in the sections connection process, and the flat bind mode that joins is adopted in bow member end face and bottom surface; Connected mode between the sections adopts the lower edge bearing pin to connect, and the bolt that winds up connects; Its concrete construction is carried out according to following step:
Step 2, the assembly unit of steel bow member sections; At first remove the foreign material on the arch axis, and on arch axis, play the tetrafluoro butter, splice each sections of steel bow member successively according to following method then:
(1) hang the arch springing segment lifting with cable, with the twisted seat hinged securement of arch springing sections end with steel bow member abut, and with support location arch springing sections;
(2) hang the standard segment lifting with cable, arch springing sections front end is simultaneously successively to span centre splicing standard sections in both sides;
(3) hang the vault segment lifting with cable, the standard sections splices to span centre when both sides, and during the stage, then through connecting steel plate that vault sections and the welding of both sides standard sections is fixing, close up by completion less than a standard for the both sides spacing; If after adding the vault sections, both sides are still jagged, can not close up, then regulate sections and side standard sections splicing with one, through connecting steel plate that the welding of vault sections is fixing then;
Step 3, the laterally setting of wind cable; Be symmetrical set the horizontal guy of group in steel bow member upstream and downstream respectively with the wire rope of Ф 21.5mm, every group of guy upstream and downstream tightened up simultaneously, guarantees that bow member does not produce horizontal off normal, and the Suo Li control of every horizontal guy is not less than 3t;
Step 5, the unloading of steel bow member; When the arch ring bed die lay to finish to close up fully, and concrete strength reaches 95% when above, utilizes adjusting between steel bow member and the main arch circle bed die to lack stand steel pipe and carries out the unloading of steel bow member;
Step 6, the steel bow member is traversing; Cable wind rope is connected with the 5T chain block; Construction two sides arch springing is installed the stretch-draw jack simultaneously, and to cooperate steel strand to drag the steel bow member traversing; The steel bow member laterally slides as slideway with twisted seat, guarantees that simultaneously the two sides translational speed is consistent, and the steel bow member is whole traversing to next secondary position.
Described arch springing sections is the triangulo column steelframe, and the terminal vertex place is provided with deep-slotted chip breaker, the twisted seat hinged securement of deep-slotted chip breaker and steel bow member abut, and the front end lower edge is provided with the yin, yang articulated joint, and front end winds up yin, yang bulb spiral is set.
Described standard sections is the cuboid steelframe, and the lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with yin, yang bulb spiral.
Described adjusting sections is the cuboid steelframe, and the lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with the length of yin, yang bulb spiral and adjusting sections less than the standard sections.
Described vault sections is the cuboid steelframe.
It is that the yin, yang articulated joint of adjacent two segment lower edge is spliced each other that described lower edge bearing pin connects, and is fixedly connected through bearing pin then.
It is that the yin, yang bulb spiral that adjacent two segment winds up is spliced each other that the described bolt that winds up connects, and the connecting bolt through four Ф 38mm is fixedly connected then.
The disassembly sequence of steel bow member is followed successively by arch springing place, vault place, haunch place in the described step 5.
Characteristics of the present invention are: (1) steel bow member lower edge connects through bearing pin, fixed, safety; Wind up negative and positive bulb spiral is installed, through rotating spiral, change steel bow member assembly unit radian, realization steel bow member is transferred and is striden;
(2) the steel bow member adopts two-hinged arch, promptly the arch springing sections with the twisted seat hinged securement of steel bow member abut, abut adopts seamless steel pipe that abut hinge and the traversing slideway of bow member are combined;
(3) the new steel bow member is of many uses, can be used as temporary support structures such as support, beam, post;
(4) materials are economized, speed is fast, rational in infrastructure, advanced technology, economic and practical, and be applicable to that difference strides the arch bridge in footpath.
Description of drawings
To combine specific embodiment that the present invention is further described below:
Fig. 1 is an arch springing sections structural representation;
Fig. 2 is a standard knot segment structure sketch map;
Fig. 3 regulates the sections structural representation;
Fig. 4 is the cloudy bulb helical structure sketch map that winds up;
Fig. 5 is the positive bulb helical structure sketch map that winds up;
Fig. 6 is the yin, yang bulb spiral docking structure sketch map that winds up;
Fig. 7 is a vault sections structural representation;
Fig. 8 is a steel bow member structural representation;
Fig. 9 is that sections connects sketch map.
Among the figure: 1, arch springing sections; 2, standard sections; 3, vault sections; 4, adjustment sections.
Specific embodiment
Cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly; The steel bow member is made up of standard sections 2, adjusting sections 4, vault sections 3 and 1 splicing of arch springing sections; Work progress comprises that mainly the assembly unit of steel bow member and steel bow member are traversing; Carry out simultaneously in the both sides that spanning is got over during construction, it is characterized in that: transverse tie adopts the horizontal-associate bind mode in the sections connection process, and the flat bind mode that joins is adopted on bow member end face and ground; Connected mode between the sections adopts the lower edge bearing pin to connect, and the bolt that winds up connects; Its concrete construction is carried out according to following step:
Step 2, the assembly unit of steel bow member sections; At first remove the foreign material on the arch axis, and on arch axis, play the tetrafluoro butter, splice each sections of steel bow member successively according to following method then:
(1) hang 1 lifting of arch springing sections with cable, with the twisted seat hinged securement of arch springing sections 1 end with steel bow member abut, and with support location arch springing sections 1;
(2) hang 2 liftings of standard sections with cable, arch springing sections 1 front end is simultaneously successively to span centre splicing standard sections 2 in both sides;
(3) hang vault sections 3 lifting with cable, when both sides standard sections 2 splices to span centre, the both sides spacing was less than 2 o'clock standard stages, and then through connecting steel plate that vault sections 3 is fixing with 2 welding of both sides standard sections, completion is closed up; If after adding vault sections 3, both sides are still jagged, can not close up, then regulate sections 4 and a side standard sections 2 splicings with one, through connecting steel plate that 3 welding of vault sections are fixing then;
Step 3, the laterally setting of wind cable; Be symmetrical set 4 groups of horizontal guys in steel bow member upstream and downstream respectively with the wire rope of Ф 21.5mm, every group of guy upstream and downstream tightened up simultaneously, guarantees that bow member does not produce horizontal off normal, and the Suo Li control of every horizontal guy is not less than 3t;
Step 5, the dismounting of steel bow member; When arch ring lay to finish to close up fully, and concrete strength reaches 95% when above, utilizes adjusting between steel bow member and the main arch circle bed die to lack stand steel pipe and carries out the dismounting of steel bow member;
Step 6, the steel bow member is traversing; Cable wind rope is connected with the 5T chain block; Construction two sides arch springing is installed the stretch-draw jack simultaneously, and to cooperate steel strand to drag the steel bow member traversing; The steel bow member laterally slides as slideway with twisted seat, guarantees that simultaneously the two sides translational speed is consistent, and the traversing integral body of steel bow member is traversing to next secondary position.
Embodiment 2
To comfort small stream Jiang Daqiao is example, comforts small stream Jiang Daqiao and is located in Guizhou Plateau east edge, and the bridge district is that the low middle valley floor, gully of type looks are degraded in plateau type structural erosion one, between near the height above sea level 324.5～364m in bridge district, and relative relief 39m.Bridge district covering layer is that residual diluvial layer is ploughed and to be planted soil, silty clay, and towards the diluvial formation land pebble, Fu Xi river Bridge superstructure adopts 5 * 20m (prestress concrete hollowcore slab)+120m (steel bar concrete box-shaped arch)+2 * 20m (prestress concrete hollowcore slab).The substructure main aperture adopts cast-in-situ steel reinforced concrete abut and cast-in-situ concrete basis; Establish steel concrete framed bent pier on the arch; 5, to draw the bridge pier be steel concrete queen post circular solids pier No. 6 boundary piers and two sides; Digging hole pile foundation, the abut basis is an Open-cut Foundation, the two sides abutment is a gravity U type abutment.
The steel bow member by standard sections 2, regulate sections 4, vault sections 3 and 1 splicing of arch springing sections and form, work progress comprises that mainly the assembly unit of steel bow member and steel bow member are traversing, carries out simultaneously in the two sides, river during construction.
As shown in Figure 1; Arch springing sections 1 is the triangulo column steelframe, and the terminal vertex place is provided with deep-slotted chip breaker, and the front end lower edge is provided with the yin, yang articulated joint; Front end winds up yin, yang bulb spiral is set; Terminal to the front end total length be 2340mm, overall width is 2200mm between the upper and lower string of front end, upper chord is of a size of that L200 * 125 * 18mm, lower chord are of a size of L200 * 125 * 18mm, web member is of a size of L160 * 100 * 12mm.
As shown in Figure 2; Standard sections 2 is cuboid steelframes; The lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with yin, yang bulb spiral, total length 3934mm; Overall width is 2200mm between the upper and lower string, and upper chord is of a size of that L200 * 125 * 18mm, web member are of a size of L70 * 70 * 53mm, brace is of a size of L70 * 70 * 5mm.
As shown in Figure 3; Regulating sections 4 is cuboid steelframes; The lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with yin, yang bulb spiral, total length 1648mm; Overall width is 2200mm between the upper and lower string, and upper chord is of a size of L200 * 125 * 18mm, lower chord and is of a size of that L200 * 125 * 18mm, web member are of a size of L70 * 70 * 5mm, brace is of a size of L70 * 70 * 5mm.
As shown in Figure 4, the cloudy bulb spiral that winds up is the helical structure that front end has semicircle groove.
As shown in Figure 5, the positive bulb spiral that winds up is the helical structure that front end has semi-circular projection.
As shown in Figure 6, the yin, yang bulb spiral that winds up passes through butt joint, and through bolt, makes the fixed connection of winding up of sections.
As shown in Figure 7, vault sections 3 is cuboid steelframes, and is fixing through connecting the welding of steel plate and both sides sections.
Steel bow member splicing Material Takeoff such as following table in the big bridge construction in Fu Xi river:
| Sequence number | The member title | Unit | The heavy Kg of single-piece | Quantity | Gross | Remarks | |
| 1 | The standard sections | Sheet | 1212.4 | 180 | 218232 | ? | |
| 2 | Regulate sections | Sheet | 673.1 | 6 | 4038.6 | ? | |
| 3 | Vault is regulated section | Sheet | 1214 | 6 | 7284 | Do not contain and regulate the |
|
| 4 | The arch springing sections | Sheet | 1289.2 | 12 | 15470.4 | ? | |
| 5 | Flat join (P1) | Sheet | 38.9 | 520 | 20228 | ? | |
| 6 | Horizontal-associate (H1) | Sheet | 51.4 | 260 | 13364 | ? | |
| 7 | Flat join (P2) | Sheet | 42.45 | 130 | 5518.5 | Than the wide 30cm of P1 | |
| 8 | Horizontal-associate (H2) | Sheet | 59.8 | 65 | 3887 | Than the wide 30cm of H1 | |
| 9 | Regulate the sand tube | Sheet | 136 | 12 | 1632 | ? | |
| 10 | The steel bow member connecting bolt that winds up | Cover | 7.9 | 792 | 6256.8 | φ38×650 | |
| 11 | Flat couplet, horizontal-associate connecting bolt | Cover | 0.36 | 3900 | 1404 | φ22×120 | |
| 12 | Vault is regulated the section coupling bolt | Cover | 0.46 | 288 | 132.48 | φ26×100 | |
| 13 | The oedoeagus adjusting screw(rod) winds up | Individual | 8.8 | 396 | 3484.8 | φ94×218 | |
| 14 | Cloudy end adjusting screw(rod) winds up | Individual | 9.4 | 396 | 3722.4 | φ94×207 | |
| Add up to | ? | ? | ? | ? | 304655 | ? |
As shown in Figure 8, concrete construction is carried out according to following step:
Step 2, the assembly unit of steel bow member sections; At first remove the foreign material on the arch axis, and on arch axis, play the tetrafluoro butter, splice each sections of steel bow member successively according to following method then:
(1) sets up the steel pipe support that is used for support foot sections and adjusting sections earlier in steel bow member free bearing forward position; Hang with cable and steel bow member pin sections to be hung down arch springing begin the assembly unit bow member; Arch springing section lower end arc is buckled on the free bearing axle, and first-class post hinge pressing plate is with arc and twisted seat hinged securement.
(2) hang 2 liftings of standard sections with cable, arch springing sections 1 front end is simultaneously successively to span centre splicing standard sections 2 in both sides.
As shown in Figure 9, the lower edge of every standard sections 2 connects through bearing pin, and the yin, yang articulated joint that is about to adjacent two segment lower edge is spliced each other, is fixedly connected through bearing pin then.
Winding up connects through bolt, is about to the yin, yang bulb spiral that adjacent two segment winds up and splices each other, and the connecting bolt through four Ф 38mm is fixedly connected then.
Lower edge connects through bearing pin, fixed, safety; Wind up negative and positive bulb spiral is installed, through rotating spiral, change steel bow member assembly unit radian, realization steel bow member is transferred and is striden.
Splicing adopts cable to withhold the disposable six groups of sections of laterally slinging of rope; Splice simultaneously; But on access bridge (5 stride with 7 stride) ground surface platform, must be one group of (and can not horizontal 6 be one group) lifting assembly unit sections with horizontal two; Hang with the cable antenna and to move to moulding bow member front end and connect, this process can adopt one group knotted rope is installed is temporarily carried out, treat that horizontal 6 assembly units are accomplished after; Again with main knotted rope carry out temporary consolidation with the lifting each assembly unit sections elevation and linearity, successively piecemeal forward assembly unit close up until vault.
(being each vertical assembly unit sections) all should be carried out axis and elevation observation in bow member assembly unit overall process, controls bow member mounted angle and plan-position through adjustment sections two ends scalable negative and positive hook bolt and interim main knotted rope with horizontal wind cable.
(3) hang 3 liftings of vault sections with cable; When both sides standard sections 2 splices to span centre; The both sides spacing was less than 2 o'clock standard stages; Sections 4 is regulated in standard sections 1 one of back splicing in any side, and through connecting steel plate that vault sections 3 is fixing with 2 welding of both sides standard sections then, completion is closed up.
Before the steel bow member closes up, regulate and carry out closing up of arch ring after each sections absolute altitude of arch ring meets design elevation basically again, the on-the-spot trepanning of connection steel plate needs of section is regulated on the top when closing up, and guarantees to install accurately.Can suitably carry out suitable adjustment again for what elevation can't meet the demands at the laying bed die.
Bow member closes up the dismountable interim knotted rope in rear fully.It is orderly removing interim knotted rope, can not at will disorderly tear open.Be to relax the unexpected increase of lower chord internal force on the bow member, should be earlier before removing the pulling force of loose interim knotted rope progressively, at first remove the knotted rope of vault position; Again according to the variation of measuring the bow member elevation; Confirm to loosen again and where organize knotted rope, the two sides knotted rope must guarantee to loosen synchronously, and all interim knotted ropes need circulate loose 3～5 times; Circulation is loosened successively, and is all loose fully until all knotted ropes.Behind the once interim knotted rope of every pine, all need the elevation and the plan-position of the whole bow member of repetition measurement, if the sedimentation of bow member and off normal all in allowed band, continue to loosen knotted rope, if above allowed band, carry out after then need analyzing, ascertaining the reason again.The intact knotted rope of pine from vault to arch springing two sides symmetry remove one by one.
Step 3, the laterally setting of wind cable; Be symmetrical set 4 groups of horizontal guys in steel bow member upstream and downstream respectively with the wire rope of Ф 21.5mm; Two groups on Tongren bank, two groups on jade screen bank is when tightening up horizontal guy; Measure the off normal of arch axis line while tightening up; Every group of guy upstream and downstream tightened up simultaneously, guarantees that bow member does not produce horizontal off normal, and the Suo Li control of every horizontal guy is not less than 3t.
Step 5, the dismounting of steel bow member; When arch ring lay to finish to close up fully, and concrete strength reaches 95% when above, utilizes adjusting between steel bow member and the main arch circle bed die to lack stand steel pipe and carries out the dismounting of steel bow member.
Remove the arch springing section earlier and regulate short support; Crown section again, last haunch section is in a word under the prerequisite that satisfies the design loading procedure; Equilibrium is removed short support and is reached the steel bow member and discharges internal force gradually as far as possible, when bed die breaks away from main arch circle base plate fully, can carry out the traversing operation of bow member.Bow member no longer receives the effect of main arch circle anchor ear after breaking away from the main arch circle, becomes the free and stable state, needs to strengthen steel bow member both sides guy this moment.
Step 6, the steel bow member is traversing; Cable wind rope is connected with the 5T chain block, and construction two sides arch springing is installed the stretch-draw jack simultaneously, and to cooperate steel strand to drag the steel bow member traversing, and the steel bow member laterally slides as slideway with twisted seat, guarantees that simultaneously the two sides translational speed is consistent.
Clear up free bearing simultaneously, i.e. seamless steel pipe, and stamp tetrafluoro butter (its coefficient of friction resistance horizontal little generally can be) greater than 0.3%, reduce the frictional resistance between arch springing sections and the twisted seat, up to the traversing integral body of steel bow member is traversing to next width of cloth position.
Should note the following aspects when piecing together arch:
(1) piece together the preceding all free bearings of repetition measurement of arch, inspection free bearing arc guarantees that axis is consistent, and on same horizontal plane; Dirt in the cleaning arc axial trough, and even coating butter.
(2) after the arch springing sections installs, load onto with being about to post hinge pressing plate, can not go up tension, let hinge rotate.
(3) the bow member scene of being transported to will protect all members and accessory not impaired to installing meticulously, and impaired will in time change.
(4) before the handling sections is installed, buckle knotted rope on the sections that desire is installed earlier, and notice that suspension centre can not clash (be after knotted rope hangs up properly, play dish and be fixed on the sections of preparing to install, otherwise knotted rope disturb with mounted sections easily) with knotted rope.Connect well with last sections after, strain interim knotted rope immediately, make it stressed, avoid being in cantilever position at installation process middle arch rack sections.Utilize cable suspension centre and knotted rope to adjust the bow member position, just hang then and release to cable.
(5) before the interim knotted rope of releasing, adjust horizontal cable wind rope, behind the stress balance of both sides, can remove interim knotted rope.
(6) all use the place that wire rope buckle, and cable clamp must epipodium, be no less than " quantity of stipulating on the lifting handbook, and paint and perform sign.
(7) all cage must be firm provisionally.
(8) can know according to calculating of steel bow member and checking computation results; Its maximum vertical elastic deformation is 87mm; Consider the assembly unit quality of steel bow member and the distortion of abut again, preliminary steel bow member is provided with the camber of 90mm in installation process, considers the camber 200mm of main arch circle at last; Total steel bow member camber is tentatively pressed 290mm and is provided with, and is carrying out secondary adjustment camber according to the monitoring situation of precompressed unloading again.
Parts that present embodiment is not described in detail and structure belong to well-known components and the common structure or the conventional means of the industry, here not narration one by one.
Claims (8)
1. cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly; The steel bow member is made up of standard sections (2), adjusting sections (4), vault sections (3) and arch springing sections (1) splicing; Work progress comprises that mainly the assembly unit of steel bow member and steel bow member are traversing; Carry out simultaneously in the both sides that spanning is got over during construction, it is characterized in that: transverse tie adopts the horizontal-associate bind mode in the sections connection process, and the flat bind mode that joins is adopted on bow member end face and ground; Connected mode between the sections adopts the lower edge bearing pin to connect, and the bolt that winds up connects; Its concrete construction is carried out according to following step:
Step 1, steel bow member abut is provided with; Steel bow member abut is the interim abut that is used for supporting cast-in-place construction load, in cast-in-place construction abut leading edge steel bow member abut is set, and promptly when building the cast-in-place construction abut, builds steel bow member abut, and steel bow member abut is a C40 steel concrete; On steel bow member abut, twisted seat is set, promptly the seamless steel pipe of the pre-buried diameter 325 * 12mm of level on steel bow member abut injects the C50 concrete in the pipe;
Step 2, the assembly unit of steel bow member sections; At first remove the foreign material on the arch axis, and on arch axis, play the tetrafluoro butter, splice each sections of steel bow member successively according to following method then:
(1) hang arch springing sections (1) lifting with cable, with the twisted seat hinged securement of arch springing sections (1) end with steel bow member abut, and with support location arch springing sections (1);
(2) hang standard sections (2) lifting with cable, arch springing sections (1) front end is simultaneously successively to span centre splicing standard sections (2) in both sides;
(3) hang with cable vault sections (3) is lifted; When both sides standard sections (2) splice to span centre; The both sides spacing is during less than a standard stage (2), and then through connecting steel plate that vault sections (3) is fixing with both sides standard sections (2) welding, completion is closed up; If after adding vault sections (3), both sides are still jagged, can not close up, then regulate sections (4) and a side standard sections (2) splicing with one, through connecting steel plate that vault sections (3) welding is fixing then;
Step 3, the laterally setting of wind cable; Be symmetrical set 4 groups of horizontal guys in steel bow member upstream and downstream respectively with the wire rope of Ф 21.5mm, every group of guy upstream and downstream tightened up simultaneously, guarantees that bow member does not produce horizontal off normal, and the Suo Li control of every horizontal guy is not less than 3t;
Step 4, main arch circle bed die is laid; On the basis of steel bow member, carry out the laying of main arch circle bed die, and the short supporting steel pipe of adjusting is set between steel bow member and main arch circle bed die;
Step 5, the unloading of steel bow member; When arch ring lay to finish to close up fully, and concrete strength reaches 95% when above, utilizes adjusting between steel bow member and the main arch circle bed die to lack stand steel pipe and carries out the unloading of steel bow member;
Step 6, the steel bow member is traversing; Cable wind rope is connected with the 5T chain block; Construction two sides arch springing is installed the stretch-draw jack simultaneously, and to cooperate steel strand to drag the steel bow member traversing; The steel bow member laterally slides as slideway with twisted seat, guarantees that simultaneously the two sides translational speed is consistent, and the steel bow member is whole traversing to next width of cloth position.
2. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1; It is characterized in that: described arch springing sections (1) is the triangulo column steelframe; The terminal vertex place is provided with deep-slotted chip breaker; The twisted seat hinged securement of deep-slotted chip breaker and steel bow member abut, the front end lower edge is provided with the yin, yang articulated joint, and front end winds up yin, yang bulb spiral is set.
3. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1; It is characterized in that: described standard sections (2) is the cuboid steelframe; The lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with yin, yang bulb spiral.
4. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1; It is characterized in that: described adjusting sections (4) is the cuboid steelframe; The lower edge both sides are respectively arranged with the yin, yang articulated joint, and the both sides of winding up are respectively arranged with the length of yin, yang bulb spiral and adjusting sections (4) less than standard sections (2).
5. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1, it is characterized in that: described vault sections (3) is the cuboid steelframe.
6. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1, it is characterized in that: it is that the yin, yang articulated joint of adjacent two segment lower edge is spliced each other that described lower edge bearing pin connects, and is fixedly connected through bearing pin then.
7. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1; It is characterized in that: it is that the yin, yang bulb spiral that adjacent two segment winds up is spliced each other that the described bolt that winds up connects, and the connecting bolt through four Ф 38mm is fixedly connected then.
8. according to the cast-in-place job practices of striding footpath concrete arch bridge cantilever steel bow member greatly described in the claim 1, it is characterized in that: the disassembly sequence of steel bow member is followed successively by arch springing place, vault place, haunch place in the described step 5.
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| CN104975570A (en) * | 2015-07-14 | 2015-10-14 | 中铁九局集团有限公司 | Concrete lifting pouring construction method for steel tube arch bridge arch ribs |
| CN108867403A (en) * | 2018-09-04 | 2018-11-23 | 贵州黔龙宸路桥工程有限公司 | A kind of purlin Combined-type sheet-type bridge steel arch-shelf |
| CN109056548A (en) * | 2018-09-19 | 2018-12-21 | 中交二公局第六工程有限公司 | A kind of steel arch frame construction method |
| CN110106773A (en) * | 2018-02-01 | 2019-08-09 | 重庆标王机械设备有限公司 | A kind of large-span steel arch |
| CN110396943A (en) * | 2019-08-22 | 2019-11-01 | 中铁二十局集团第三工程有限公司 | The Deck Arch Bridges construction segmented movement of steel arch-shelf and Lift-on/Lift-off System and method |
| CN110438907A (en) * | 2019-08-22 | 2019-11-12 | 中铁二十局集团第三工程有限公司 | A kind of Deck Arch Bridges construction method based on steel arch-shelf |
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| CN110528404A (en) * | 2019-09-05 | 2019-12-03 | 上海洪铺钢结构工程有限公司 | A kind of arch rib closure construction method and rib structure |
| CN112176868A (en) * | 2020-09-04 | 2021-01-05 | 中铁大桥局第七工程有限公司 | Positioning method of welded lower chord for erecting main truss |
| CN113774796A (en) * | 2021-08-30 | 2021-12-10 | 中交一公局集团有限公司 | Main arch support structure of overpass bridge and mounting method |
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| CN103334527A (en) * | 2013-07-06 | 2013-10-02 | 杭州恒达钢构股份有限公司 | Steel structure cast-in-site floor arching construction method |
| CN104153295A (en) * | 2014-07-21 | 2014-11-19 | 广东省基础工程公司 | Self-compacting concrete jack-up pouring construction method for steel tube arch bridges |
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| CN110438908A (en) * | 2019-08-22 | 2019-11-12 | 中铁二十局集团第三工程有限公司 | A kind of deck type box arch bridge rebuilding construction method |
| CN110438907A (en) * | 2019-08-22 | 2019-11-12 | 中铁二十局集团第三工程有限公司 | A kind of Deck Arch Bridges construction method based on steel arch-shelf |
| CN110438907B (en) * | 2019-08-22 | 2022-03-15 | 中铁二十局集团第三工程有限公司 | Deck type arch bridge construction method based on steel arch frame |
| CN110396943B (en) * | 2019-08-22 | 2024-02-27 | 中铁二十局集团第三工程有限公司 | Steel arch segmental moving and hoisting system and method for upper bearing arch bridge construction |
| CN110396943A (en) * | 2019-08-22 | 2019-11-01 | 中铁二十局集团第三工程有限公司 | The Deck Arch Bridges construction segmented movement of steel arch-shelf and Lift-on/Lift-off System and method |
| CN110528404A (en) * | 2019-09-05 | 2019-12-03 | 上海洪铺钢结构工程有限公司 | A kind of arch rib closure construction method and rib structure |
| CN112176868A (en) * | 2020-09-04 | 2021-01-05 | 中铁大桥局第七工程有限公司 | Positioning method of welded lower chord for erecting main truss |
| CN113774796A (en) * | 2021-08-30 | 2021-12-10 | 中交一公局集团有限公司 | Main arch support structure of overpass bridge and mounting method |
| CN113897880A (en) * | 2021-11-22 | 2022-01-07 | 贵州桥梁建设集团有限责任公司 | Method for cast-in-place construction of short-span suspended assembly arch center of large-span concrete arch bridge |
| CN113897880B (en) * | 2021-11-22 | 2023-09-12 | 贵州桥梁建设集团有限责任公司 | Method for cast-in-situ construction of short-span suspension spliced arch bridge of large-span concrete arch bridge |
| CN114517440A (en) * | 2022-01-28 | 2022-05-20 | 中铁二十局集团第四工程有限公司 | Large-section arch rib and construction method thereof |
| CN114517440B (en) * | 2022-01-28 | 2023-12-12 | 中铁二十局集团第四工程有限公司 | Large-section arch rib and construction method thereof |
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