CN105421232A - Round steel tower structure of bridge - Google Patents
Round steel tower structure of bridge Download PDFInfo
- Publication number
- CN105421232A CN105421232A CN201511010954.1A CN201511010954A CN105421232A CN 105421232 A CN105421232 A CN 105421232A CN 201511010954 A CN201511010954 A CN 201511010954A CN 105421232 A CN105421232 A CN 105421232A
- Authority
- CN
- China
- Prior art keywords
- bridge
- tower
- circular
- steel tower
- head
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
Abstract
The invention relates to a round steel tower structure of a bridge and effectively solves problems that the round steel tower causes tensile deformation easily when being in the same plane with the bridge and the like. According to the technical scheme, the round steel tower structure comprises a bearing platform and is characterized in that a tower base located in the center of the bridge is fixedly connected onto the bearing platform, a round steel tower divided into multiple sections is connected onto the tower base, and the round surface of the round steel tower is parallel with the direction of the bridge. The round steel tower structure is reasonable and standard, so that the round steel tower structure cannot cause tensile deformation in the same plane with the bridge floor and can well keep the round structure, bear transverse tension of steel cables on the bridge floor and completely play a due role of a steel tower of the bridge.
Description
Technical field
The present invention relates to head tower technical field, particularly relate to a kind of bridge circular steel tower structure.
Background technology
Head tower structure is requisite thing on bridge, because bridge is mostly built on river, there is no the good strong point on the ground, in order to provide better support force to bridge floor, head tower can be built on bridge, from oblique pull cable wire head tower on bridge floor, pulling force is upwards provided to bridge floor, because bridge floor is general all larger to the pulling force of head tower transverse direction, so head tower is more high better, and head tower two ends pulling force symmetry is best, such head tower can bear larger pulling force, be not easy head tower structural failure, make the life-span of bridge longer, so present bridge steel tower mostly adopts vertical type head tower, idol has the circular head tower of employing, also be the rounded face structure vertical with face, bridge place, play the effect of balance two side draw, so, also there is no a kind of circular head tower place plane and face, the bridge place head tower in same plane now.
Summary of the invention
For above-mentioned situation, for overcoming the defect of prior art, the object of the present invention is just to provide a kind of bridge circular steel tower structure, and effectively solving easily is stretched when circular head tower and bridge are in same plane the problem such as to be out of shape.
Its technical scheme solved the present invention includes cushion cap, and it is characterized in that, cushion cap is fixedly connected with the tower seat being positioned at bridge central authorities, tower seat is connected with the circular head tower being divided into multiple sections, rounded face and the bridge of circular head tower move towards parallel.
The present invention's specification rational in infrastructure, make circular steel tower structure can not stretcher strain in same plane with bridge floor, can well circular configuration be kept, and the lateral pull of cable wire on bridge floor can be born, the due effect of bridge steel tower can be played completely.
Accompanying drawing explanation
Fig. 1 is that head tower sections of the present invention draws unit assembly drawing;
Fig. 2 is job site of the present invention layout plan;
Fig. 3 is construction gantry crane rail basic schematic of the present invention;
Fig. 4 is installation TG0 sections head tower schematic diagram of the present invention;
Fig. 5 is that the present invention utilizes 100t straddle truck to install TG1, TG16 sections schematic diagram;
Fig. 6 is that the present invention utilizes 150t crawler crane and 25t mobile crane to install head tower bracing frame system schematic;
Fig. 7 is that the present invention utilizes 260t crawler crane and the auxiliary lifting of 150t crawler crane TG2, TG3, TG4, TG5, TG15, TG14 schematic diagram;
Fig. 8 is that the present invention utilizes 260t crawler crane and 150t crawler crane to install top head tower, and the top the heaviest sections of head tower is TG13, and weight is the schematic diagram of 32.6t;
Fig. 9 is jig structure figure of the present invention;
Figure 10 is moulding bed 1-1 sectional structure chart of the present invention;
Figure 11 is moulding bed 2-2 sectional structure chart of the present invention;
Figure 12 is moulding bed top bent structure figure of the present invention;
Figure 13 is moulding bed of the present invention " cross " type sash beam layout plan;
Figure 14 is moulding bed of the present invention " cross " type sash beam facade arrangement diagram;
Figure 15 is division figure in installation region of the present invention;
Figure 16 is that the present invention installs location-plate and alignment pin schematic diagram;
Figure 17 is 1# cushion cap of the present invention, tower seat builds sequential schematic;
Figure 18 is that TG0 segmental height of the present invention regulates schematic diagram;
Figure 19 is bottom head tower support frame structure figure of the present invention;
Figure 20 is TG0-A, TG0-B segment lifting schematic diagram of the present invention;
Figure 21 is TG1-1, TG16-1 segment lifting schematic diagram of the present invention;
Figure 22 is bearing diagonal elevation of the present invention;
Figure 23 is welding job platform plane arrangement diagram of the present invention;
Figure 24 is welding job platform facade arrangement diagram of the present invention;
Figure 25 is the present invention's anti-throwing net mounting structure figure;
Figure 26 is welding operation platform of the present invention and escape way figure;
Figure 27 is the angle steel schematic diagram of head tower welding operation platform of the present invention;
Figure 28 is the present invention's vertical weld seam operating platform schematic diagram;
Figure 29 is TG3 segmented interior cat ladder figure of the present invention;
Figure 30 is TG11 segmented interior cat ladder figure of the present invention;
(Tu Zhong unit is: mm).
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in further detail.
Provided by Fig. 1 to Figure 30, the present invention includes cushion cap, it is characterized in that, cushion cap is fixedly connected with the tower seat being positioned at bridge central authorities, tower seat is connected with the circular head tower being divided into multiple sections, rounded face and the bridge of circular head tower move towards parallel.
Described circular head tower is divided into TGO ~ TG16 totally 17 sections.
Described circular head tower TG0 sections is connected with tower seat, by 68 Φ 80mm anchor bolts TG0 sections and tower seat.
Described crab-bolt is deep into 1.2m in cushion cap, uses middle anchor slab and lower anchor slab to make all anchor bolts for entirety.
Each described sections head tower arranges fixing steel plate and alignment pin on face, 4, outside, forms fixing steel plate and is connected the structure of accurately being located by two sections head towers with alignment pin.
The circular head tower of described multiple sections is by being welded to connect, and welding manner adopts CO
2protection weldering.
Described circular head tower TG3 and TG11 inside are provided with cat ladder.
Described circular head tower erection sequence is TG0 → TG1 → TG16 → TG2 → TG15 → TG3 → TG14 → TG4 → TG5 → TG13 → TG6 → TG7 → TG8 → TG12 → TG11 → TG9 → TG10.
The circular head tower TG1 of described multiple sections and TG16 side arrange twice 200# channel-section steel as diagonal brace, and basis is C30 concrete Extended chemotherapy, and thickness is 50cm, and configuration 16# indented bars, key dimension is 6.3*5m.
Outside described TG40 and TG14 sections, skewed horizontal load is installed.
The present invention, when constructing, to consider in factory each factors such as processing and fabricating, transport, on-site hoisting, head tower is divided into 17 sections (TG0 ~ TG16); Wherein TG0 is divided into making block (TG0-1 ~ TG0-6) in 6 factories, and TG0-1, TG0-2, TG0-5 are assembled into a lifting sections in bridge location, and TG0-3, TG0-4, TG0-6 are assembled into a lifting sections in bridge location; TG1 ~ TG5 is respectively divided into making block in 2 factories and is assembled into a lifting sections again in bridge location; Full-bridge is totally 18 liftings block (as Fig. 1).
Overall installation scheme: according to this bridge construction feature and in conjunction with field condition, formulate this bridge construction scheme as follows:
(1) adopt a 100t-44m-17m straddle truck to unload, 150t crawler crane coordinates a 260t crawler crane to install head tower; Adopt 260t crawler crane to be main crane hoisting equipment, 150t crawler crane is auxiliary to be installed;
(2) head tower TG0-A, TG0-B, TG1, TG16 sections adopts ground straddle truck to install; All the other sections carry out member unit installation by 260t crawler crane and 150t crawler crane.At arranged outside fixing steel plate suitable for reading and alignment pin (as Fig. 2) when each sections head tower is installed.
Overall installation construction process:
(1) gantry crane rail of constructing is basic, installs a 100t-44m-17m straddle truck (as Fig. 3);
(2) TG0 sections head tower is installed.Install in king-post, lower anchor slab, accurately location Φ 80mm crab-bolt, builds bottom concrete to TG0 sections.Install and after welding complete TG0 sections, build at the bottom of the supreme anchor slab of concrete, after intensity reaches 90%, stretch-draw prestressing force crab-bolt (80% design stretching force).After a whole dead load completes, second time stretch-draw prestressing force crab-bolt (105% design stretching force).Finally pour into concrete to design attitude (as Fig. 4);
(3) utilize 100t straddle truck that TG1, TG16 sections (as Fig. 5) are installed;
(4) utilize 150t crawler crane and 25t mobile crane that head tower bracing frame system (as Fig. 6) is installed;
(5) 260t crawler crane and the auxiliary lifting of 150t crawler crane TG2, TG3, TG4, TG5, TG15, TG14(is utilized as Fig. 7);
(6) utilize 260t crawler crane and 150t crawler crane to install top head tower, the top the heaviest sections of head tower is TG13, and weight is that 32.6t(is as Fig. 8).
In order to install head tower, need first to build head tower moulding bed, head tower interim moulding bed list stud sides is φ 530 × 10 spiral steel pipe, moulding bed height 42.26m, normal pitch arranges three roads along bridge longitudinally connect system to 12.8m, centre, and connecting based material is φ 325 × 10 spiral steel pipe; The two stud sides of the interim moulding bed of head tower is φ 530 × 10 spiral steel pipe, moulding bed height 42.26m, and normal pitch arranges three roads along bridge connect system to 12.8m, centre, and connecting based material is φ 325 × 10 spiral steel pipe; Head tower moulding bed lateral connection system all adopts φ 273 × 8 steel pipe (as Fig. 9,10,11,12).
In order to better by the stress distribution of head tower support jig on steel box-girder end face, bottom moulding bed, every root post root is interconnected by " cross " type sash beam, with the stress distributing upper bracket, trolley, head tower sections pass to girder steel top board, sash beam adopts 200 type H profile steel two to buckle and is welded into one group, refers to shown in Figure 13 and Figure 14.In order to reduce the welding deformation of girder steel end face, sash beam and girder steel top adopt fillet weld to break soldered connecing.Fusion length is 40cm, and fillet weld height is 10mm, and disconnected weldering spacing is 50cm.
Head tower is installed:
Whole head tower is divided into 2 installation regions from bottom to top, is respectively: lower area, upper area, and the division principle of installation region is the length of crawler crane, is lower area in the region that 42m principal arm can be installed; Principal arm is the region that 71m installs is upper area (as Figure 15).Installation process is described respectively for each installation region.King-post bottom is installed and is adopted ground supports, carries out member unit installation by ground straddle truck.Middle part by 260t crawler crane, member unit is installed, and be equipped with operation scaffolding platform install.Top is fitted through lattice column platform and carries out member unit installation.Each sections head tower arranges fixing steel plate and alignment pin when installing on face, 4, outside, ensures on-the-spot contraposition smoothly accurately (as Figure 16);
TG0 sections is connected with tower seat, by 68 Φ 80mm anchor bolts head towers and tower seat.Crab-bolt is deep into 1.2m in cushion cap, uses middle anchor slab and lower anchor slab to make all anchor bolts for entirety.Before construction bearing platform, need in correct embedment, lower anchor slab, all crab-bolts and tower seat reinforcing bar, reduce error, to guarantee that later stage TG0 sections can be installed by accurate contraposition.When installing crab-bolt, making thickness is the fixing steel plate of 20mm, accurate to ensure all anchor hole positions.In cushion cap, tower seat and head tower, concrete is divided into five times and builds.After the 4th time has been built concrete and head tower installs, need stretch-draw prestressing force crab-bolt at twice.Build absolute altitude and see Figure 17;
Building complete at tower seat and cushion cap concrete third time, when namely absolute altitude reaches 98.825m position, starting to prepare for installing TG0 sections.Tower seat concrete top and TG0 sections bottom surface distance are 20cm, pre-buried Φ 325 × 10 steel pipe pile, use precision level Measurement accuracy stake top mark high.In installation process, if there is horizontal movement or error, jack can be used to carry out manual adjustments.Highly regulate steel pipe pile to arrange two rows, longitudinal pitch is 3m, specifically sees Figure 18, lifts TG0-A, TG0-B sections schematic diagram successively and sees Figure 20;
When TG1, TG16 sections is installed, directly connected together by matching parts alignment pin with TG0 interface, the outside section of encorbelmenting directly drops on head tower support jig, and support jig adopts 325 × 10 steel pipes and 12# channel-section steel to be made into lattice piece.For preventing lattice piece from toppling, twice 200# channel-section steel is set in side as diagonal brace.Basis is C30 concrete Extended chemotherapy, and thickness is 50cm, and configuration 16# indented bars, key dimension is 6.3*5m.Specifically see Figure 19, lift TG1, TG16 schematic diagram successively and see Figure 21;
Install according to sequence of construction symmetry when installing head tower TG15, TG14, TG2, TG3, TG4, TG5 sections, erection sequence is that TG2 → TG15 → TG3 → TG14(installs bearing diagonal) → TG4 (installation bearing diagonal) → TG5; When annulus tower is installed, for preventing it from outwards producing horizontal movement, outside the circular arc of head tower bottom, skewed horizontal load is installed.The steel pipe framed bent of head tower bearing diagonal materials'use φ 530 × 10 combines, when installing bottom TG15, TG2, TG3, self installation and welding deformation amount can be ignored, by code plate positioning welding in installation process, when installing TG14, TG4 sections, horizontal movement can be produced, for ensureing that head tower body accurately adds skewed horizontal load when mounted under effect of weight.Weld with steel box-girder top board bottom skewed horizontal load, top is welded with head tower TG14, TG4 sections.Figure 22 is shown in by skewed horizontal load elevation;
When installing head tower upper area part, need the principal arm of 260t crawler crane and 150t crawler crane to carry out spreading, 260t crawler crane principal arm length is 71m, 150t crawler crane principal arm be the attached arm of 55m is 22m;
TG10 is head tower closure section, monitors the weather before installation when installing TG10 closure section.Continuous Observation 5 ~ 7 days before installing, record variations in temperature, finds the time period of temperature stabilization.Carry out size according to variations in temperature to closure section to join and cut, ensure the accuracy of closure section installation site.
Safeguard procedures in head tower installation:
(1) at φ 530 steel pipe post side welding cat ladder, the round steel suspension member of the correspondence position weld diameter φ 16 of cat ladder, vertical elongated layout, welds lateral connection at interval of 5m.When operating personnel climb on cat ladder, safety belt is hung on round steel, alternately changes safety belt lock catch every 5m, ensures that operating personnel have safety belt to protect all the time when climbing;
(2) steel pipe post often sets up one deck, needs at column top docking welded steel pipe.Because column is higher, for ease of operation, ensure personal security, need to set up welding job platform on each butt-welded column top.Platform material adopts the angle steel of 50*50*5mm to make, and lays plank, and around setting height(from bottom) is the guard rail (as Figure 23,24) of 1.2m.
Setting up of anti-throwing net: steel tower unints is installed and belonged to work high above the ground, in order to prevent personnel and object from falling, needs to install the anti-throwing net of large eyelet at internal stent.Buy the anti-throwing net of superior in quality nylon rope, mesh size 10*10cm.Installing first safety net from bridge floor 7m eminence, interval 14m installs one safety net again, altogether twice.Anti-throwing net installing space is shown in Figure 25;
Head tower outside weldings platform and passage: at head tower erection stage, arrange personnel's welding operation platform along position while welding around head tower.The form of operating platform changes with the change of bead direction.For vertical weld seam and oblique weld seam (as Figure 28), operating platform does stepped; For side seam, operating platform is made horizontal (as Figure 26).Operating platform main bearing member uses 50*50*5mm angle steel to make, guard rail 1.2m, and working platform uses the angle steel of 50*50*5 to be welded (seeing Figure 27 in detail);
When the large weather construction of wind, make windproof enclosing, with flameproof fabric, jig is gone along with sb. to guard him, ensure the welding quality of carbon-dioxide arc welding;
Head tower sections TG3 and TG11 inside are provided with cat ladder, when welding, personnel can carry out down operation by cat ladder, and do not need to build again in outside jig, save the tedious steps building jig, do not need to remove after head tower construction completes, improve the efficiency (as Figure 29 and Figure 30) of work yet.
Traditional circular head tower vertical with bridge floor is innovated by the present invention, and with tower seat strong bonded bottom head tower, make head tower can bear nature wind action, each sections all adopts CO
2protection weldering is welded; every two sections are made to form a stable structure; connect successively; whole head tower Stability Analysis of Structures; bearing capacity is high; make it still can bear the pulling force of cable wire transverse direction when being positioned at same plane with bridge floor, achieving technologic innovation, is the structural much progress of bridge steel tower.
The present invention's specification rational in infrastructure, make circular steel tower structure can not stretcher strain in same plane with bridge floor, can well circular configuration be kept, and the lateral pull of cable wire on bridge floor can be born, the due effect of bridge steel tower can be played completely.
Claims (10)
1. a bridge circular steel tower structure, comprises cushion cap, it is characterized in that, cushion cap is fixedly connected with the tower seat being positioned at bridge central authorities, tower seat is connected with the circular head tower being divided into multiple sections, and rounded face and the bridge of circular head tower move towards parallel.
2. bridge circular steel tower structure according to claim 1, is characterized in that, described circular head tower is divided into TGO ~ TG16 totally 17 sections.
3. bridge circular steel tower structure according to claim 1, is characterized in that, described circular head tower TG0 sections is connected with tower seat, by 68 Φ 80mm anchor bolts head towers and tower seat.
4. bridge circular steel tower structure according to claim 3, it is characterized in that, described crab-bolt is deep into 1.2m in cushion cap, uses middle anchor slab and lower anchor slab to make all anchor bolts for entirety.
5. bridge circular steel tower structure according to claim 1, is characterized in that, described every one-phase head tower arranges fixing steel plate and alignment pin on face, 4, outside, forms fixing steel plate and is connected the structure of accurately being located by two sections head towers with alignment pin.
6. bridge circular steel tower structure according to claim 1, is characterized in that, the circular head tower of described multiple sections is by being welded to connect, and welding manner adopts CO
2protection weldering.
7. bridge circular steel tower structure according to claim 2, it is characterized in that, described circular head tower erection sequence is TG0 → TG1 → TG16 → TG2 → TG15 → TG3 → TG14 → TG4 → TG5 → TG13 → TG6 → TG7 → TG8 → TG12 → TG11 → TG9 → TG10.
8. bridge circular steel tower structure according to claim 2, is characterized in that, described circular head tower TG3 and TG11 inside are provided with cat ladder.
9. bridge circular steel tower structure according to claim 2, it is characterized in that, the circular head tower TG1 of described multiple sections and TG16 side arrange twice 200# channel-section steel as diagonal brace, basis is C30 concrete Extended chemotherapy, thickness is 50cm, configuration 16# indented bars, key dimension is 6.3*5m.
10. bridge circular steel tower structure according to claim 2, is characterized in that, is provided with skewed horizontal load outside described TG4 and TG14 circular arc.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511010954.1A CN105421232A (en) | 2015-12-30 | 2015-12-30 | Round steel tower structure of bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201511010954.1A CN105421232A (en) | 2015-12-30 | 2015-12-30 | Round steel tower structure of bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105421232A true CN105421232A (en) | 2016-03-23 |
Family
ID=55499747
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201511010954.1A Pending CN105421232A (en) | 2015-12-30 | 2015-12-30 | Round steel tower structure of bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105421232A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010092562A1 (en) * | 2009-02-09 | 2010-08-19 | Bahat Ben Ibrahim S | Erection method by simple tower instrument devices of building upper bridge construction |
| CN201678944U (en) * | 2009-09-30 | 2010-12-22 | 江苏中泰钢结构股份有限公司 | Lug plate pin-hinge connection structure for cable-stayed bridge |
| CN202688879U (en) * | 2012-06-28 | 2013-01-23 | 中交二公局第二工程有限公司 | Arch steel tower coating platform running with arch |
| CN204151663U (en) * | 2014-10-15 | 2015-02-11 | 广东省冶金建筑设计研究院 | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge |
| CN205382415U (en) * | 2015-12-30 | 2016-07-13 | 中国建筑第七工程局有限公司 | Circular head tower structure of bridge |
-
2015
- 2015-12-30 CN CN201511010954.1A patent/CN105421232A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010092562A1 (en) * | 2009-02-09 | 2010-08-19 | Bahat Ben Ibrahim S | Erection method by simple tower instrument devices of building upper bridge construction |
| CN201678944U (en) * | 2009-09-30 | 2010-12-22 | 江苏中泰钢结构股份有限公司 | Lug plate pin-hinge connection structure for cable-stayed bridge |
| CN202688879U (en) * | 2012-06-28 | 2013-01-23 | 中交二公局第二工程有限公司 | Arch steel tower coating platform running with arch |
| CN204151663U (en) * | 2014-10-15 | 2015-02-11 | 广东省冶金建筑设计研究院 | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge |
| CN205382415U (en) * | 2015-12-30 | 2016-07-13 | 中国建筑第七工程局有限公司 | Circular head tower structure of bridge |
Non-Patent Citations (6)
| Title |
|---|
| 孙书亭: "圆环塔斜拉桥总体设计", 《城市道桥与防洪》 * |
| 孙书亭等: "圆环桥塔细部分析", 《城市道桥与防洪》 * |
| 李维生等: "新型缆索吊在工程中应用", 《黑龙江交通科技》 * |
| 李维生等: "自顶升缆索吊塔顶门架设计与施工", 《黑龙江交通科技》 * |
| 王和平等: "西安渭河特大系杆拱桥设计", 《科技创业月刊》 * |
| 高辉: "斜拉桥圆环钢塔节段吊装与支护", 《山西建筑》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105507600A (en) | Hoisting system and hoisting construction method for large steel corridor trusses | |
| CN101666163B (en) | High-altitude long-span roofing pipe truss installation method | |
| CN104562936A (en) | Construction method for continuous tie bar steel tube arch bridge | |
| CN103643800B (en) | The erection & lift system of buckling-restrained bracing member and construction method thereof | |
| CN203296361U (en) | Long-span steel structure cross assembling hoisting platform | |
| CN105970811A (en) | Construction technology for elevated bridge with large-span spatial 3D-surface fish-bellied box steel structure | |
| JP2015098683A (en) | Temporary frame and construction method for structure | |
| CN112081016A (en) | Lifting and folding device for bridge arch rib | |
| CN108374340A (en) | The method of longspan steel truss girder upper bracket assembly sliding roadway arch | |
| CN111794119A (en) | Temporary support system and hoisting method for basket type steel box tied arch | |
| CN205558306U (en) | Big profiled steel structure vestibule hoist and mount hoisting frame | |
| CN114775881A (en) | Dome structure hoisting construction method and mounting and connecting structure | |
| CN111218987A (en) | Bearing type net rack construction method | |
| CN107326812B (en) | Installation and positioning structure for No. 1 plate in No. 0 block of corrugated steel web bridge and operation method | |
| CN205382415U (en) | Circular head tower structure of bridge | |
| CN102635061B (en) | Mountain stream river-crossing cable-stayed chain trestle and hoisting method thereof | |
| CN205369229U (en) | But walking hoisting frame suitable for manual hole digging pile steel reinforcement cage is laid | |
| CN106400688A (en) | Main tower and construction method thereof | |
| CN208748518U (en) | A kind of formwork for placing support device | |
| CN105421232A (en) | Round steel tower structure of bridge | |
| CN209924407U (en) | Combined working platform for steel structure high-altitude installation | |
| CN104310234A (en) | External suspended tower-crane support system | |
| CN211815605U (en) | Construction device for pile column type pier tie beam and capping beam | |
| CN108797350B (en) | Tower column inner and outer stiff skeleton device and construction method thereof | |
| JP6520533B2 (en) | Overhead crane support device and load receiving member |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20160323 |
|
| RJ01 | Rejection of invention patent application after publication |