CN103321154A - Integral hoisting construction method for long-span steel truss girder - Google Patents
Integral hoisting construction method for long-span steel truss girder Download PDFInfo
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- CN103321154A CN103321154A CN2013102618790A CN201310261879A CN103321154A CN 103321154 A CN103321154 A CN 103321154A CN 2013102618790 A CN2013102618790 A CN 2013102618790A CN 201310261879 A CN201310261879 A CN 201310261879A CN 103321154 A CN103321154 A CN 103321154A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 80
- 239000010959 steel Substances 0.000 title claims abstract description 80
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 21
- 239000000725 suspension Substances 0.000 claims description 16
- 238000005188 flotation Methods 0.000 claims description 11
- 239000003351 stiffener Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 230000010485 coping Effects 0.000 claims description 2
- 238000009434 installation Methods 0.000 claims description 2
- 238000010079 rubber tapping Methods 0.000 claims description 2
- 238000007596 consolidation process Methods 0.000 claims 1
- 238000003466 welding Methods 0.000 claims 1
- 230000008901 benefit Effects 0.000 abstract description 3
- 238000007667 floating Methods 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 241000209094 Oryza Species 0.000 description 2
- 235000007164 Oryza sativa Nutrition 0.000 description 2
- 235000013339 cereals Nutrition 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 235000009566 rice Nutrition 0.000 description 2
- 229910000679 solder Inorganic materials 0.000 description 2
- MPDGHEJMBKOTSU-YKLVYJNSSA-N 18beta-glycyrrhetic acid Chemical compound C([C@H]1C2=CC(=O)[C@H]34)[C@@](C)(C(O)=O)CC[C@]1(C)CC[C@@]2(C)[C@]4(C)CC[C@@H]1[C@]3(C)CC[C@H](O)C1(C)C MPDGHEJMBKOTSU-YKLVYJNSSA-N 0.000 description 1
- 241000269799 Perca fluviatilis Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 1
- 239000010931 gold Substances 0.000 description 1
- 229910052737 gold Inorganic materials 0.000 description 1
- 239000008188 pellet Substances 0.000 description 1
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Abstract
The invention discloses a construction method for integrally hoisting a long-span steel truss girder, which comprises the following steps: (1) the method comprises the following steps of (1) selecting integral hoisting points of the steel truss girder, (2) designing and constructing a hoisting tool, and (3) constructing integral hoisting, wherein the method has the following advantages: the steel truss girder is erected by adopting an integral hoisting method under the navigation condition, and compared with the steel truss girder constructed by less-bracket segmented assembling and floating method, the steel truss girder is relatively simple to operate and relatively easy to control the precision; meanwhile, the safety risk of overwater operation is reduced, the construction period is shortened, and the construction cost is reduced.
Description
Technical field
The present invention relates to bridge and make field, particularly a kind of large-span steel trusses integral hoisting construction method.
Background technology
The method for bridge construction that at present steel truss girder integral hoisting construction is got up as a kind of new development, because the impact on the normal navigation in navigation channel is very little, uprise idle job be Ground Operation, construction fast, technology and economic benefit be high, in large zone, the navigation channel construction of boats and ships flow very large application advantage and application prospect arranged.Have breakthrough in this field, just mean to stand on the new commanding elevation, its economic worth and application prospect are very good.
The boats and ships of the passing kiloton in many rivers and to pull fleet a lot of in China river course must not be stopped navigation during bridge construction.According to the maritime sector requirement; if support is set in the navigation channel, its net span must not be less than 45m, and the navigation limit for height must not be less than 7m; if adopt the construction of limited bracket method; the support that arranges in the navigation channel is subject to the passing ships collision unavoidably, crisis boats and ships shipping safety, and the potential safety hazard of support self is very large simultaneously; adopt floating holder method construction; complicated construction technique, the construction input cost is larger, and security risk is high.
Summary of the invention
To the objective of the invention is in order solving the problems of the technologies described above, to provide a kind of simple to operate, the large-span steel trusses integral hoisting construction method that input cost is relatively low.
Technical scheme of the present invention: a kind of large-span steel trusses integral hoisting construction method, this job practices may further comprise the steps:
(1) suspension centre is selected: according to the parameter of existing crane barge equipment, select rational hoisting point position; Taking two table flotations of 500 tons and 300 tons to hang the method for lifting lifts, hang the lifting performance of equipment according to two table flotations, choose reasonable steel truss girder hoisting point position arranges asymmetric suspension centre to satisfy the skimble-scamble problem of hanging device, and assurance different model crane barge equipment is given full play to performance.Hoisting point position should be selected in the trusses Nodes, by calculating the support reaction at steel truss girder suspension centre place in hoisting process, while is according to the actual conditions of on-site hoisting operation, consult the lifting parameter list that two table flotations are hung, whether the counter-force of relatively calculating meets the numerical value in the crane barge parameter list, and then determines suitable hoisting point position;
(2) suspender design and construction: this steel truss girder lifting, by the utilization node A2 that winds up, A4, A3, the existing bolt hole group in A5 place, a Q370qE steel plate that 30mm is thick is respectively sticked on by the M24 bolt in the outside in node, junction steel plate all exceeds steel truss girder upper chord end face 50cm, and weld the Q370qE cover plate of a 720*800*30mm thereon, the junction steel plate that the outside in the node is sticked on couples together, and stick on junction plate outside arranging in the reinforcing of 16mm thickness stiffener by spacing 20cm, during the steel truss girder lifting, for effectively reducing hoist cable to the lateral pressure of steel truss girder, doing stull with φ 426*8mm steel pipe of node top bracing cross bar installation, with about two suspension centres link to each other, with the direction across bridge horizontal force that produces in the opposing hoisting process; Tie for ease of the wire rope bolt, connect cover plate top solder bearing pin at Nodes, bearing pin adopts diameter 10cm, material is 40Cr, otic placode adopts the Q235 steel plate of 500*420*30mm, and in the perforate of bearing pin position, and it is thick respectively to stick on a 16mm outside in tapping, external diameter 200, the annular of internal diameter 100mm is strengthened steel plate;
(3) integral hoisting work progress: girder steel adopts 500t and the integral hoisting of 300t crane barge crane barge to set up in place in the pre-assembly whole assembly units in place, and main construction sequence is as follows:
1. finish basis, main pier and Coping Construction;
2. plan the assembly unit place, to satisfy steel truss girder assembly unit and integral hoisting needs; For guaranteeing that steel truss girder after the assembly unit is in the lifting radius of crane barge, according to on-the-spot physical condition, steel truss girder assembly unit place is selected in the ground, river bank rice field of new bridge downstream 5.0m, the existing revetment 2.0m in assembly unit region distance navigation channel, to satisfy the operating radius of crane barge, be convenient to integral hoisting;
3. utilize mobile crane in the assembly unit place steel truss girder assembly unit to be become into the bridge state;
4. carrying out suspender installs;
5. utilize crane barge integral hoisting steel truss girder, move to the bridge location place and finish steel truss girder and set up;
6. behind the girder perch, concrete prefabricated bridge deck are installed from the bridge two ends to the centre, and are built the longitudinal joint of each bridge deck;
7. after longitudinal joint reaches 100% intensity, pour into a mould in order transverse joint, differed 4 days every batch of length of time in batches again;
8. carry out the bridge deck construction.
The invention has the beneficial effects as follows: the job practices that ⑴ provides a kind of steel truss girder to set up, to compare with limited bracket segmental hoisting, floating holder method erecting steel truss girder, this method operation is relatively simple, and precision control is relatively easy; (2) reduced the operation at sea construction safety risk; (3) shortened the construction period; (4) reduce taking of constructor and machine resource, reduce construction cost.
Description of drawings
Fig. 1 is golden the Lihe River of the present invention bridge facade sketch;
Fig. 2 is that suspension centre of the present invention connects layout plan;
Fig. 3 is junction plate plan view of the present invention;
Fig. 4 is junction plate direction across bridge elevation of the present invention;
Fig. 5 is that the vertical bridge of junction plate of the present invention is to elevation;
Fig. 6 is false stull sectional view of the present invention;
Fig. 7 is Nodes junction plate bolt figure of the present invention;
Fig. 8 is suspender otic placode constructional drawing of the present invention;
Fig. 9 is step 1 schematic diagram of the present invention;
Figure 10 is step 3 schematic diagram of the present invention;
Figure 11 is step 4 schematic diagram of the present invention;
Wherein: 1, Jin Liheqiao, 2, steel truss girder, 3, bent cap, 4,6# master's pier, 5,7# master's pier, 6, the navigation channel revetment, 7, cushion cap, 8, at the bottom of the riverbed, navigation channel, 9, pile foundation, 10, suspender, 11, the steel truss girder upper chord, 12, interim steel pipe stull, 13, A3 node, 14, the A5 node, 15, bearing pin, 16, cover plate, 17, otic placode, 18, stiffener, 19, junction steel plate, 20, pin shaft hole, 21, high-strength bolt, 22, the main truss upper chord, 23, scaffold, 24, concrete buttress.
The specific embodiment
Gold the Lihe River bridge 1 is in Jintan, area under one's jurisdiction, river for transporting grain to the capital informer times Changzhou, the golden Li of pellet section, because river for transporting grain to the capital informer times navigation channel, red golden Li is three grades and a newly-built bridge block by the Pyatyi regulation.Newly building bridge is positioned at 14m place, old bridge downstream, is that through truss girder 2 main trusses of a main span 81.96m adopt the Hua Lunshi triangular web member system with montant, panel length 6.75m, and main truss height 11m, rise-span ratio are 1/7.36.Two main truss center to center distance are 13.2m, and width is 1/6.14, and bridge deck width is 12.0m.Steel truss girder 2 is heavy more than 600 tons.
Large-span steel trusses integral hoisting construction method may further comprise the steps:
(1) suspension centre is selected: according to existing crane barge equipment, take two table flotations of 500 tons and 300 tons to hang the method for lifting and lift; Hang the lifting performance of equipment according to two table flotations, choose reasonable girder steel hoisting point position arranges asymmetric suspension centre to satisfy the skimble-scamble problem of hanging device, and assurance different model crane barge equipment is given full play to performance, finishes the lifting task.
In order to guarantee structure inherently safe in steel truss girder 2 hoisting processes, hoisting point position should be selected in the trusses Nodes.For guaranteeing the carrying out of lifting operation, by calculating the support reaction at steel truss girder 2 suspension centre place in hoisting process, while is according to the actual conditions of on-site hoisting operation, consult the lifting parameter list that two table flotations are hung, whether the counter-force of relatively calculating meets the numerical value in the crane barge parameter list, so just can select the correct position of suspension centre.
For example this engineering is taked two table flotations of 500 tons and 300 tons to hang the method for lifting to lift, and the crane barge horizon elevation angle is 60
0This steel truss girder 2 is planned suspension centre is arranged on wind up node A2, A4, A3, A5 position.
Be respectively 239.98t, 359.96t by calculating steel truss girder lifting support reaction.
The lifting parameter list that hangs according to two table flotations simultaneously as can be known, horizon elevation angle is 60
0The time, 300t floating-crane lifting weight is 280t, and 500t floating-crane lifting weight is 380t, and greater than the lifting support reaction that calculates, the lifting node is selected rationally.
?
300t/500t crane barge lifting load meter (main gin pole length 40m)
(2) suspender design and construction: this steel truss girder lifting, by the utilization node A2 that winds up, A4, A3, the existing high-strength bolt 21 hole groups in A5 place, a Q370qE steel plate that 30mm is thick is respectively sticked on by the M24 bolt in the outside in node, junction steel plate 19 all exceeds steel truss girder upper chord 11 end face 50cm, and weld the Q370qE cover plate 16 of a 720*800*30mm thereon, the junction steel plate 19 that the outside in the node is sticked on couples together, and stick on junction plate outside arranging in 18 reinforcings of 16mm thickness stiffener by spacing 20cm, during steel truss girder 2 lifting, for effectively reducing hoist cable to the lateral pressure of steel truss girder 2, with node top bracing cross bar the interim steel pipe stull 12 of φ 426*8mm is being installed, with about two suspension centres link to each other, with the direction across bridge horizontal force that produces in the opposing hoisting process; Tie for ease of the wire rope bolt, connect cover plate top solder bearing pin 15 at Nodes, bearing pin 15 adopts diameter 10cm, material is 40Cr, otic placode 17 adopts the Q235 steel plate of 500*420*30mm, is pin shaft hole 20 in the perforate of bearing pin position, and it is thick respectively to stick on a 16mm outside in pin shaft hole 20 places, external diameter 200, the doughnut-shaped steel plate of internal diameter 100mm;
(3) integral hoisting work progress: girder steel adopts 500t and the integral hoisting of 300t crane barge crane barge to set up in place in the pre-assembly whole assembly units in place, and main construction sequence is as follows:
Step 1: finish basis, 6# master's pier 4,7# master's pier 5 and bent cap 3 constructions; As shown in Figure 9.
Step 2: planning assembly unit place, to satisfy the integral hoisting needs; The construction of employing whole hanging method, for guaranteeing that steel truss girder 2 after the assembly unit is in the lifting radius of crane barge, according to on-the-spot physical condition, steel truss girder 2 assembly unit places are selected in the ground, river bank rice field of new bridge downstream 5.0m, the existing revetment 2.0m in assembly unit region distance navigation channel, to satisfy the operating radius of crane barge, be convenient to integral hoisting;
Step 3: utilize mobile crane pre-piece together an assembly unit steel truss girder main truss, on bottom lateral bracing, crossbeam, longeron, portal frame and horizontal-associate; As shown in figure 10.
Step 4: carry out suspender and install;
Step 5: utilize crane barge integral hoisting steel truss girder 2, move to the bridge location place and finish steel truss girder 2 and set up; As shown in figure 11.
Step 6: after steel truss girder 2 is in place, to the centre prefabricated bridge is installed from two ends, and is built the longitudinal joint of each bridge deck;
Step 7: after longitudinal joint reaches 100% intensity, pour into a mould in order transverse joint, differed 4 days every batch of length of time in batches again;
Step 8: carry out the bridge deck construction.
Claims (2)
1. large-span steel trusses integral hoisting construction method is characterized in that this job practices may further comprise the steps:
1) suspension centre is selected: according to the parameter of existing crane barge equipment, select rational hoisting point position; Take two table flotations of 500 tons and 300 tons to hang the method for lifting and lift, hang the lifting performance of equipment according to two table flotations, choose reasonable steel truss girder hoisting point position; Hoisting point position should be selected in the trusses Nodes, by calculating the support reaction at steel truss girder suspension centre place in hoisting process, while is according to the actual conditions of on-site hoisting operation, consult the lifting parameter list that two table flotations are hung, whether the counter-force of relatively calculating meets the numerical value in the crane barge parameter list, and then determines suitable hoisting point position;
2) suspender design and construction: this steel truss girder lifting, by the utilization bolt hole group that Nodes is provided with that winds up, a Q370qE junction steel plate that 30mm is thick is respectively sticked in both sides inside and outside node, junction steel plate exceeds steel truss girder upper chord end face 50cm, and welding the Q370qE cover plate of a 720*800*30mm thereon, the junction steel plate that the outside in the node is sticked on couples together; And setting space 20cm, the stiffener of thickness 16mm is sticked on junction plate in order to reinforce the interior outside; Steel truss girder when lifting, at two liftings of direction across bridge node a φ 426*8mm steel pipe is installed and is done stull, with about two suspension centres link to each other the direction across bridge horizontal force at suspension centre place when being equilibrated at lifting;
3) integral hoisting work progress: steel truss girder is assembled in the assembly unit place as becoming the bridge state, and the node installation suspender at the suspension centre place adopts 500t and the integral hoisting of 300t crane barge, moves to the bridge location place and sets up in place; Main construction sequence is as follows:
1. finish bridge foundation, main pier and Coping Construction;
2. plan steel truss girder assembly unit place, carry out the steel truss girder consolidation service;
3. utilize mobile crane in the assembly unit place steel truss girder assembly unit to be become into the bridge state;
4. carrying out suspender installs;
5. utilize crane barge integral hoisting steel truss girder, move to the bridge location place and finish steel truss girder and set up;
6. steel truss girder in place after, concrete prefabricated bridge deck are installed from the bridge two ends to the centre, and are built the longitudinal joint of each bridge deck;
7. after longitudinal joint reaches 100% intensity, pour into a mould in order transverse joint, differed 4 days every batch of length of time in batches again;
8. carry out the bridge deck construction.
2. according to claims 1 described large-span steel trusses integral hoisting construction method, it is characterized in that described suspender design and construction, the suspender Nodes connects cover plate welded top otic placode, otic placode adopts the Q235 steel plate of 500*420*30mm, in the perforate of bearing pin position, and it is thick respectively to stick on a 16mm outside in tapping, external diameter 200, the annular of internal diameter 100mm is strengthened steel plate, during lifting, bearing pin is inserted pin shaft hole on the otic placode, and wire rope is hung on the bearing pin, bearing pin adopts diameter 10cm, and material is 40Cr.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452599A (en) * | 2014-12-04 | 2015-03-25 | 中铁大桥局集团有限公司 | Method for constructing large-span continuous steel trussed girder bridge under low height limit condition |
| CN106638320A (en) * | 2016-12-12 | 2017-05-10 | 中铁山桥集团有限公司 | Steel truss section assembling method by using ship positions |
| CN109081235A (en) * | 2018-09-30 | 2018-12-25 | 中交二公局第二工程有限公司 | A kind of steel truss beam element hoisting method applied under single suspension centre lifting pattern |
| CN111254796A (en) * | 2020-01-20 | 2020-06-09 | 中铁三局集团建筑安装工程有限公司 | Single-side integral hoisting long-span overbridge for multiple railway business lines and construction method |
| CN115559554A (en) * | 2022-12-01 | 2023-01-03 | 北京市第三建筑工程有限公司 | Construction method for installing newly-added beam colliding with existing beam when supporting structure is excessive |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452599A (en) * | 2014-12-04 | 2015-03-25 | 中铁大桥局集团有限公司 | Method for constructing large-span continuous steel trussed girder bridge under low height limit condition |
| CN106638320A (en) * | 2016-12-12 | 2017-05-10 | 中铁山桥集团有限公司 | Steel truss section assembling method by using ship positions |
| CN106638320B (en) * | 2016-12-12 | 2018-07-06 | 中铁山桥集团有限公司 | A kind of steel truss girder segment accommodation assembling method |
| CN109081235A (en) * | 2018-09-30 | 2018-12-25 | 中交二公局第二工程有限公司 | A kind of steel truss beam element hoisting method applied under single suspension centre lifting pattern |
| CN111254796A (en) * | 2020-01-20 | 2020-06-09 | 中铁三局集团建筑安装工程有限公司 | Single-side integral hoisting long-span overbridge for multiple railway business lines and construction method |
| CN111254796B (en) * | 2020-01-20 | 2021-11-09 | 中铁三局集团建筑安装工程有限公司 | Single-side integral hoisting long-span overbridge for multiple railway business lines and construction method |
| CN115559554A (en) * | 2022-12-01 | 2023-01-03 | 北京市第三建筑工程有限公司 | Construction method for installing newly-added beam colliding with existing beam when supporting structure is excessive |
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| CN103321154B (en) | 2015-11-18 |
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