CN204875533U - Flat cast -in -place case roof beam of curve combination section variable cross section mode structure of indulging - Google Patents
Flat cast -in -place case roof beam of curve combination section variable cross section mode structure of indulging Download PDFInfo
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- CN204875533U CN204875533U CN201520499592.6U CN201520499592U CN204875533U CN 204875533 U CN204875533 U CN 204875533U CN 201520499592 U CN201520499592 U CN 201520499592U CN 204875533 U CN204875533 U CN 204875533U
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Abstract
The utility model relates to a flat cast -in -place case roof beam of curve combination section variable cross section mode structure of indulging, it is main that full hall scaffold is organized scaffold overlap joint and is formed by each including expiring hall scaffold, adjustable bracing, synchronous hydraulic jack, compound template and the adjustable seat that props, and indulge at the top, each node of cross girders evenly sets up synchronous hydraulic jack and the adjustable seat that props, and synchronous hydraulic jack and the adjustable seat that props are as upper portion support system top surface installation die block, the side form is through adjustable bracing adjustment installation angle to with die block, centre form fixed connection, the cast -in -place case roof beam of variable cross section falls foot, circular arc part and sets up customized steel form, the cast -in -place case roof beam mandrel of variable cross section supports through inside scaffold to the adoption is fixed to drawing screw rod and side form. The utility model discloses when realizing the three -dimensional control of the flat cast -in -place case beam mold board three -dimensional of the combination section of curve from north to south, the scaffold atress is even in the time of also guaranteeing concrete placement.
Description
Technical field
The utility model relates to a kind of flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure.Belong to bridge engineering field, be applicable to the construction of variable cross-section cast-in-situ box girder curved section (horizontal curve section, vertical curve section, flat vertical curve combination section).
Background technology
In recent years, along with the development of Urban Bridge, the design function of modern bridge is except meeting this basic demand current, and add the requirements such as landscape, this just causes having occurred more complex structures, various informative bridge.The superstructure of domestic many big-and-middle-sized bridges has adopted variable cross-section cast-in-situ box girder, and construction method is had nothing in common with each other.
The conventional construction method of variable cross-section cast-in-situ box girder has the construction of case-in-place cantilever method, raft support method, the prefabricated-construction of freely-supported continuity method, hole-specifically support cast-in-place construction, incremental launching construction etc., wherein Full space support construction method have that construction balance reliably, does not need that large lifting equipment, bridge integrity are good, in work progress without the advantage such as system transform, good economy performance, apply more and more general.There is similarity in the construction of existing raft support method construction variable cross-section cast-in-situ box girder at present in work progress and key Quality Control, and mainly highlight timbering material less investment, and material turnover is high; Short construction period, reduces the indexs such as foundation treatment engineering amount, fails to propose to explicitly call for for the quality control points of flat vertical curve combination section, and after piling prepressing, the deformation process of scaffold and the side form of longitudinal curved surface install and do not inquired into especially.To this, be necessary to make further research the flat vertical curve combination section raft support method work progress of variable cross-section cast-in-situ box girder and quality control index.
Given this, need invention one at present badly can realize controlling flat vertical curve combination section cast-in-situ box girder template three dimensional stereo, scaffold uniform force when can ensure again concreting, and the flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure that economic technology benefit is outstanding.The utility model arranges synchronous hydra-ulic jacks and adjustable support seat on the basis of traditional full hall scaffold, section hydraulic jack is as supporting system, its top setting pressure foil gauge, STRESS VARIATION during concreting can be monitored, to ensure concreting and scaffold uniform force, adjustable support seat band adjusting device, dynamic conditioning can be carried out to bed die absolute altitude, at side form, adjustable diagonal brace is installed simultaneously, meets the formwork requirement of longitudinal curved surface, there is good economic technology benefit.
Summary of the invention
The purpose of this utility model is to provide one can realize controlling flat vertical curve combination section cast-in-situ box girder template three dimensional stereo, scaffold uniform force when can ensure again concreting, and the flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure that economic technology benefit is outstanding.
For realizing above-mentioned technical purpose, the utility model have employed following technical scheme:
A kind of flat vertical curve combination section variable cross-section cast-in-situ box girder becomes more meticulous composite support mode structure urban road pavement around inspection well Defects Treatment structure, mainly comprise full hall scaffold, adjustable diagonal brace, synchronous hydra-ulic jacks, composite shuttering, support seat, full hall scaffold is formed by each group of scaffold lapping, the top each Nodes of longitudinal and transverse joist evenly arranges synchronous hydra-ulic jacks and support seat, and synchronous hydra-ulic jacks and support seat install bed die as upper support system end face; Side form by adjustable diagonal brace adjustment setting angle, and with bed die, hold mould to be connected and fixed; Box girder with variable cross section falls pin, circular arc portion and arranges customization steel form; Box girder with variable cross section core is supported by inside staging, and adopts Screw arbor with nut at both-ends and side form to fix.
Further, full hall scaffold basis adopts concrete cushion, and arrange hardcore bed under concrete cushion, the end mould of variable cross-section cast-in-situ box girder and side form combine and arrange one group of group scaffold, bed die arranges separately one group of group scaffold, by junction button anchoring between three groups of group scaffolds.
A described synchronous hydra-ulic jacks part is as braced structures, and a part is only as adjusting device, and support type hydraulic jack top arranges pressure-strain sheet.
Described support seat is made up of triangle base, leveling spiral and triangle top cover, and leveling spiral respectively arranges one piece at drift angle, each drift angle absolute altitude of Dynamic controlling top cover.
Described adjustable diagonal brace is made up of strut and adjustable screw, and adjustable screw is arranged in the middle part of strut, Dynamic controlling stay length.
Described core adopts assembled bamboo slab rubber frame construction, and end opening does not arrange template, directly on base plate, establishes steel bracket, and steel bracket sets gradually the lumps of wood and inside staging again.
Above-mentioned flat vertical curve combination section variable cross-section cast-in-situ box girder becomes more meticulous the construction method of composite support mode structure, and its main construction sequence is as follows:
1) construction bracket basis: smooth compacting original ground, fills rubble pad, grinding compacting, then concrete cushion of constructing.
2) setting up full hall scaffold: divide by group and install, setting up order for setting up order: vertical rod base → vertical rod → cross bar → brace → joint locking → scaffold floor → upper strata vertical rod → vertical rod connecting pin → cross bar.
3) hydraulic jack and support seat are installed: on the longitudinal and transverse beam in scaffold top, equidistantly synchronous hydra-ulic jacks and adjustable support seat are installed, and at support type jack top setting pressure foil gauge.
4) pre-compression stand, bed die absolute altitude dynamic conditioning: adopt sand bag to pre-pressing bracket, point three sub symmetry, layering, uniform load, after unloading, by adjustment hydraulic jack and adjustable support seat adjusting pole bed die absolute altitude.
5) bed die, side form are installed: adopt the mode manually coordinated for main mechanical to carry out bed die laying; Side form adopts crane to install, by adjustable diagonal brace adjusting angle, position reinforcing.
6) base plate, the firm muscle colligation of web: according to designing requirement, first plain bars is made plane or three-dimensional framework, welding, the shaping rear integral hoisting of colligation, lays; For curved box girder, transverse reinforcement both ends spacing dimension will calculate according to sweep to be determined.
7) prestress pipe is installed: after web and diaphragm reinforcing bar binding complete, carry out the installation of bellows and anchor plate according to designing requirement.
8) install core: core is made into block in advance, by the lifting of whole section of automobile crane, then assembled on beam between the section of carrying out with section is connected.
9) casting beams body concrete: solidifying soil is conveyed into mould by concrete mixer, first base plate, trailing web during cast, place carries out from low to high, and according to hydraulic jack place pressure-strain sheet Real-Time Monitoring, ensures that symmetry is built.
10) top board, the reinforcing bar of frange plate template, concrete construction: base plate, web concrete casting complete can carry out top board, the template of frange plate, reinforcing bar and concrete construction after 3 days, the same base plate of its construction method, web are substantially identical.
11) maintenance, dismounting core: adopt watering maintenance, keep the surface wettability of box beam concrete, when box beam concrete intensity reaches 50% of design strength, remove core.
12) prestressed stretch-draw: beam body concrete intensity reaches design and allows stretch-draw intensity and after meeting design requirement the age of concrete, carry out prestressed stretch-draw.
13) slip casting sealing off and covering anchorage: after tension of prestressed tendon, adopts vacuum aid grouting method to carry out hole path pressure grouting construction.
14) form removal, falsework is removed: the grouping Demolition Construction carrying out falsework after sealing off and covering anchorage on request.
The utility model has following feature and beneficial effect:
(1) for the construction of flat vertical curve combination section variable cross-section cast-in-situ box girder, based on traditional raft support method, in strutting system, rod-adjurstable is set, coordinate the dynamic conditioning equipment such as hydraulic jack, linear after terminating according to support system precompressed checks situation, the position of dynamic conditioning strutting system, and then adjust the elevation of concreting bed die, the position of side form, realize controlling the three dimensional stereo of cast-in-situ box girder template.
(2) on full hall scaffold top joist and distribution beam, evenly hydraulic jack and adjustable support seat are installed, after piling prepressing, lay bed die, complete the formwork construction to variable cross-section cast-in-situ box girder bottom surface by adjustment jack and support seat dynamic conditioning bed die absolute altitude.
(3) using Partial synchronization jack as the braced structures in construction, and at its top setting pressure foil gauge, STRESS VARIATION during concreting can be monitored, to ensure concreting and scaffold uniform force.
(4) carry out subarea processing to full framing, each region is connected and fixed by junction button, and after variable cross-section construction of cast-in-situ box-beam completes, subregion splits, and is directly transferred to a work plane, significantly reduces the disassembly and assembly time of scaffold, improves efficiency of construction.
Accompanying drawing explanation
Fig. 1 is the flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure schematic diagram of the utility model;
Fig. 2 is adjustable support holder structure sectional drawing in the utility model.
In figure: 1-hardcore bed, 2-concrete cushion, 3-full hall scaffold, 4-bridging, the adjustable diagonal brace of 5-, 6-adjustable screw, 7-leveling spiral, the adjustable support seat of 8-, 9-bed die, 10-steel bar horse-shaped bench, 11-scaffold is shored, 12-core scaffold, 13-core, 14-case beam, 15-backform, 16-side form, 17-Screw arbor with nut at both-ends, 18-support type jack, 19-adjustment type jack, 20-joist, 21-junction button.
Detailed description of the invention
The manufacturing technique requirent of scaffold and composite wood board in present embodiment, the technical requirements of prestress anchorage cable stretching construction, the construction process requirements of concreting etc. repeat no more, and emphasis is set forth the flat vertical curve combination section variable cross-section cast-in-situ box girder related to of the present utility model and to be become more meticulous the embodiment of composite support mode structure construction.
Fig. 1 is that the flat vertical curve combination section variable cross-section cast-in-situ box girder of the utility model becomes more meticulous composite support mode structure schematic diagram, and Fig. 2 is adjustable support holder structure sectional drawing in the utility model.To become more meticulous composite support mode structure with reference to the flat vertical curve combination section variable cross-section cast-in-situ box girder shown in Fig. 1, mainly comprise the compositions such as full hall scaffold 3, adjustable diagonal brace 5, synchronous hydra-ulic jacks, composite shuttering, adjustable support seat 8.
Before full hall scaffold 3 is set up, first smooth compacting original ground, fills the thick hardcore bed of 10cm 1, grinding compacting, the thicker C20 concrete cushion 2 of the 20cm that constructs.
Full hall scaffold 3 adopts WDJ bowl fastening type support, and stand steel pipe specification is the connecting-rods with constant lengh accessory that φ 48 × 3.5mm welded tube is made.Web 5.4m scope inner support in length and breadth spacing is 0.6m × 0.6m, in the encryption of two web places, and spacing 0.3m × 0.6m; Frange plate place spacing 0.6m × 0.9m.Scaffold longitudinally spreads the lumps of wood of 10cm × 10cm specification, laterally spread the lumps of wood of 5cm × 10cm specification, spacing is 25cm.The horizontal cross bar step pitch first floor and top layer are 60cm, and all the other are 120cm.Scaffold divides assembled by group, after being assembled into whole frame, lays bridging 4 continuously in vertical, horizontal, on jacking, finally put longitudinal and transverse joist 20 by junction button 21.
After full hall scaffold 3 has been set up, the longitudinal and transverse joist in top 20 equidistantly installs synchronous hydra-ulic jacks and adjustable support seat 8.Synchronous hydra-ulic jacks and adjustable support seat 8 are in staggered distribution, and equidistantly choose a part of hydraulic jack as braced structures, a part of as adjustment type jack 19, support type jack 18 top setting pressure foil gauge.
Precompressed adopts sand bag, carries out precompressed with being equal to the conduct oneself with dignity sand bag of 1.2 times of case beam 14 to support, point loads for three times; After unloading, calculate elastic deformation and plastic strain, accordingly by leveling spiral 7 adjusting pole bed die 9 absolute altitude adjusting synchronous hydra-ulic jacks and adjustable support seat 8.
Carry out bed die 9 after bed die 9 Pass line adjustment, side form 16 is installed.Bed die 9 adopts δ=18mm high-quality light face bamboo slab rubber, and braces adopts 10 × 15cm lumps of wood, spacing 25cm, and bamboo slab rubber piecemeal is assembled, fixes with distribution flitch; Side form 16 adopts δ=18mm high-quality light face bamboo slab rubber, the outer back of the body 12.5 × 8.5cm lumps of wood, spacing 30cm, and pin, circular arc portion adopt customization steel form.Composite shuttering all adopts crane lifting human assistance to install, and wherein side form 16 is by adjustable screw 6 adjusting angle of adjustable diagonal brace 5, position reinforcing, after side form 16 installs, firm with support top, and first-class whole pull bar.
During reinforcing bar binding, first arrange colligation base plate, web reinforcement, adopt encryption that the special cushion block of polypropylene is set as topping.Then prestress pipe installs location, string bundle, after qualified on inspection, and a vertical core 13, colligation roof steel bar.Its core mould 13 adopts assembled bamboo slab rubber frame construction, and panel adopts the common bamboo slab rubber of δ=10 ~ 12mm, and back of the body wood 8.5 × 12.5cm lumps of wood, is formed overall; Core 13 end opening does not establish template, floating after underplate concrete perfusion, base plate establishes steel bracket, the cloth lumps of wood on steel bracket, cloth core scaffold 12 on the lumps of wood, is fixed by Screw arbor with nut at both-ends 17 with side form 16.Its core mould scaffold 12 also adopts WDJ bowl fastening type support.
Case beam 14 adopts C50 concreting.Base plate, web concrete casting complete can carry out backform 15, the reinforcing bar of edge of a wing template die and concrete construction after 3 days, its construction method is substantially identical with bed die 9, side form 16 and reinforcing bar thereof, concrete construction method.
Case beam 14 concrete curing adopts gunnysack cover and water, and when case beam 14 concrete strength reaches 50% of design strength, dismounting core 13, and starts to carry out stretch-draw to all prestress wires, terminates to carry out Dispose by grouting to duct in time afterwards.Press mortar is that neat slurry is mixed and stirred at scene, adopts P.O42.5 Portland cement, the water of qualified water.
After above-mentioned construction completes, the junction button 21 removing full hall scaffold 3 carries out packet fragmentation, transfers to subsequent work face.
The become more meticulous construction key step of composite support mode structure of flat vertical curve combination section variable cross-section cast-in-situ box girder is as follows:
1) construction bracket basis: smooth compacting original ground, fills the thick hardcore bed 1 of 10cm, grinding compacting, the thicker concrete cushion 2 of the 20cm that constructs.
2) setting up full hall scaffold 3: divide by group and install, setting up order for setting up order: vertical rod base → vertical rod → cross bar → brace → joint locking → scaffold floor → upper strata vertical rod → vertical rod connecting pin → cross bar.
3) hydraulic jack and adjustable support seat 8 are installed: on the longitudinal and transverse joist in scaffold top 20, equidistantly synchronous hydra-ulic jacks and adjustable support seat 8 are installed, and at support type jack 18 top setting pressure foil gauge.
4) pre-compression stand, bed die 9 absolute altitude dynamic conditioning: adopt sand bag to pre-pressing bracket, point three sub symmetry, layering, uniform load, after unloading, by adjustment hydraulic jack and adjustable support seat 8 adjusting pole bed die 9 absolute altitude.
5) bed die 9, side form 16 are installed: adopt the mode manually coordinated for main mechanical to carry out bed die 9 and lay; Side form 16 adopts crane to install, by adjustable diagonal brace 5 adjusting angle, position reinforcing.
6) base plate, the firm muscle colligation of web: according to designing requirement, first plain bars is made plane or three-dimensional framework, welding, the shaping rear integral hoisting of colligation, lays; For curved box girder, transverse reinforcement both ends spacing dimension will calculate according to sweep to be determined.
7) prestress pipe is installed: after web and diaphragm reinforcing bar binding complete, carry out the installation of bellows and anchor plate according to designing requirement.
8) install core 13: core 13 is made into block in advance, by the lifting of whole section of automobile crane, then assembled on beam between the section of carrying out with section is connected.
9) build case beam 14 concrete: solidifying soil is conveyed into mould by concrete mixer, first base plate, trailing web during cast, place carries out from low to high, and according to hydraulic jack place pressure-strain sheet Real-Time Monitoring, ensures that symmetry is built.
10) top board, the reinforcing bar of frange plate template, concrete construction: base plate, web concrete casting complete can carry out top board, the template of frange plate, reinforcing bar and concrete construction after 3 days, the same base plate of its construction method, web are substantially identical.
11) maintenance, dismounting core: adopt watering maintenance, keep the concrete surface wettability of case beam 14, when case beam 14 concrete strength reaches 50% of design strength, remove core 13.
12) prestressed stretch-draw: case beam 14 concrete strength reaches design and allows stretch-draw intensity and after meeting design requirement the age of concrete, carry out prestressed stretch-draw.
13) slip casting sealing off and covering anchorage: after tension of prestressed tendon, adopts vacuum aid grouting method to carry out hole path pressure grouting construction.
14) form removal, falsework is removed: the grouping Demolition Construction carrying out falsework after sealing off and covering anchorage on request.
Claims (6)
1. a flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure, mainly comprise full hall scaffold, adjustable diagonal brace, synchronous hydra-ulic jacks, composite shuttering and adjustable support seat, full hall scaffold is formed by each group of scaffold lapping, the top each Nodes of longitudinal and transverse joist evenly arranges synchronous hydra-ulic jacks and adjustable support seat, and synchronous hydra-ulic jacks and adjustable support seat install bed die as upper support system end face; Side form by adjustable diagonal brace adjustment setting angle, and is fixedly connected with bed die, internal mold; Variable cross-section cast-in-situ box girder falls pin, circular arc portion and arranges customization steel form; Variable cross-section cast-in-situ box girder core is supported by inside staging, and adopts Screw arbor with nut at both-ends and side form to fix.
2. flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure according to claim 1, it is characterized in that full hall scaffold basis adopts concrete cushion, under concrete cushion, hardcore bed is set, the bed die of variable cross-section cast-in-situ box girder arranges scaffolding separately, backform on one side and side form combine and arrange scaffolding, by junction button anchoring between three groups of scaffolds.
3. flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure according to claim 1, it is characterized in that described synchronous hydra-ulic jacks is divided into as the support type jack of braced structures with only as the adjustment type jack of adjusting device, support type jack top arranges pressure-strain sheet.
4. flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure according to claim 1, it is characterized in that described adjustable support seat is by triangle base, form for the leveling spiral of each drift angle absolute altitude of Dynamic controlling top cover and triangle top cover, leveling spiral respectively arranges one piece at drift angle.
5. flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure according to claim 1, it is characterized in that described adjustable diagonal brace forms by strut with for the adjustable screw of Dynamic controlling stay length, adjustable screw is arranged in the middle part of strut.
6. flat vertical curve combination section variable cross-section cast-in-situ box girder formwork erecting structure according to claim 1, it is characterized in that described core adopts assembled bamboo slab rubber frame construction, end opening does not arrange template, directly on base plate, establishes steel bracket, and steel bracket sets gradually the lumps of wood and inside staging again.
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| CN201520499592.6U CN204875533U (en) | 2015-07-08 | 2015-07-08 | Flat cast -in -place case roof beam of curve combination section variable cross section mode structure of indulging |
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| CN201520499592.6U CN204875533U (en) | 2015-07-08 | 2015-07-08 | Flat cast -in -place case roof beam of curve combination section variable cross section mode structure of indulging |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963290A (en) * | 2015-07-08 | 2015-10-07 | 杭州江润科技有限公司 | Mold supporting structure for variable cross-section cast-in-place box girder at section combining horizontal and longitudinal curves, and construction method of the mold supporting structure |
| CN106120561A (en) * | 2016-07-04 | 2016-11-16 | 中国三冶集团有限公司 | A kind of cast-in-situ box girder template construct installation method |
| CN109024290A (en) * | 2018-08-01 | 2018-12-18 | 中铁十局集团第五工程有限公司 | A kind of bowl fastening type full framing and its construction method for continuous beam |
| CN109352285A (en) * | 2018-11-30 | 2019-02-19 | 中国冶集团有限公司 | A kind of production method of hyperboloid fish-belly continuous box beam Variable Section Steel template |
-
2015
- 2015-07-08 CN CN201520499592.6U patent/CN204875533U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963290A (en) * | 2015-07-08 | 2015-10-07 | 杭州江润科技有限公司 | Mold supporting structure for variable cross-section cast-in-place box girder at section combining horizontal and longitudinal curves, and construction method of the mold supporting structure |
| CN106120561A (en) * | 2016-07-04 | 2016-11-16 | 中国三冶集团有限公司 | A kind of cast-in-situ box girder template construct installation method |
| CN106120561B (en) * | 2016-07-04 | 2017-09-26 | 中国三冶集团有限公司 | A kind of cast-in-situ box girder template construct installation method |
| CN109024290A (en) * | 2018-08-01 | 2018-12-18 | 中铁十局集团第五工程有限公司 | A kind of bowl fastening type full framing and its construction method for continuous beam |
| CN109352285A (en) * | 2018-11-30 | 2019-02-19 | 中国冶集团有限公司 | A kind of production method of hyperboloid fish-belly continuous box beam Variable Section Steel template |
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| C14 | Grant of patent or utility model | ||
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| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Chen Chuanyue Inventor after: Lin Jia Inventor after: Zhang Nongyong Inventor after: Chen Rui Inventor before: Wang Xinquan |
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| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20170627 Address after: 610041 Sichuan city of Chengdu province Wuhou District two ring road west section of No. 90 Sichuan Expressway on the eighth floor A area, B area Patentee after: SICHUAN JIAOTOU CONSTRUCTION ENGINEERING Co.,Ltd. Address before: Gongshu District Shi Xiang Road Hangzhou city Zhejiang province 310015 and Hangzhou Road intersection C Wanda Plaza office building room 1901 Patentee before: HANGZHOU JIANGRUN TECHNOLOGY Ltd. |
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| CP01 | Change in the name or title of a patent holder | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: SICHUAN JIAOTOU CONSTRUCTION ENGINEERING Co.,Ltd. |
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| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: Sichuan Communications Construction Group Co.,Ltd. |