CN105672478B - The roof structure of long span building - Google Patents
The roof structure of long span building Download PDFInfo
- Publication number
- CN105672478B CN105672478B CN201610181672.6A CN201610181672A CN105672478B CN 105672478 B CN105672478 B CN 105672478B CN 201610181672 A CN201610181672 A CN 201610181672A CN 105672478 B CN105672478 B CN 105672478B
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- concrete
- steel
- round platform
- prefabricated pipe
- support column
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- 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.)
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 52
- 239000010959 steel Substances 0.000 claims abstract description 52
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 15
- 230000015271 coagulation Effects 0.000 claims abstract description 14
- 238000005345 coagulation Methods 0.000 claims abstract description 14
- 210000002435 tendon Anatomy 0.000 claims abstract description 8
- 238000003780 insertion Methods 0.000 claims abstract description 3
- 230000037431 insertion Effects 0.000 claims abstract description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 230000001934 delay Effects 0.000 claims 1
- 238000005266 casting Methods 0.000 description 7
- 239000002023 wood Substances 0.000 description 4
- 235000001674 Agaricus brunnescens Nutrition 0.000 description 2
- 241000538562 Banjos Species 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 239000003292 glue Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000003032 molecular docking Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000010408 sweeping Methods 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B7/00—Roofs; Roof construction with regard to insulation
- E04B7/02—Roofs; Roof construction with regard to insulation with plane sloping surfaces, e.g. saddle roofs
- E04B7/04—Roofs; Roof construction with regard to insulation with plane sloping surfaces, e.g. saddle roofs supported by horizontal beams or the equivalent resting on the walls
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Mechanical Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a kind of roof structure of long span building, it is characterized in that support column is set in roofing center, support column includes concrete cylindrical, concrete round platform, cushion rubber layer, complex coagulation earth pillar, it is up big and down small concrete round platform above concrete cylindrical, concrete cylindrical and concrete round platform insertion I-steel are strengthened, it is cushion rubber layer above concrete round platform, it is complex coagulation earth pillar above cushion rubber layer, complex coagulation earth pillar includes prefabricated pipe and concrete core, and prefabricated pipe is wrapped in outside concrete core；Prefabricated pipe medial surface sets pressure-bearing steel plate, and prestressed anchor is set outside pressure-bearing steel plate；In support column surrounding, prestressed girder and prestressing force cant beam are set, form transmitting shape structure, the tension cage bar of prestressed girder and prestressing force cant beam has presstressed reinforcing steel and non-prestressing tendon, presstressed reinforcing steel is arranged on centre, non-prestressing tendon is arranged on the both sides of presstressed reinforcing steel, and oblique beam is set between prestressed girder and prestressing force cant beam.
Description
Technical field
The present invention relates to the roof structure of a kind of roof structure, more particularly to long span building.
Background technology
Roofing beam stress can be very big when roof structure uses large span, and some engineerings lift mechanical property using presstressed reinforcing steel
Can, but still safety requirements may not reached, prestressed stretch-draw stress loss can be bigger when presstressed reinforcing steel is long in addition, can be with
Concrete column is provided below in roof girder to reduce span, but the concrete column below roof girder obviously can influence to use work(
Energy.How the span of roof girder to be reduced, and it is problem that engineering staff faces that and can plays using function to greatest extent.Can be
Support column is set to reduce the span of roof girder in roofing center, but support column can bear very big pressure, support column easily goes out
Existing bearing failure.In addition, how to set prestressed stretch-draw equipment is also the problem that this technical measures run into.
The content of the invention
The present invention is to provide a kind of roof structure of long span building, solves support column and bearing failure easily occurs and in advance should
The problem of power tensioner is difficult to set.
The present invention sets support column in roofing center, and support column can make roof girder span reduce half, and in support column
Top sets prefabricated pipe, bearing of the prefabricated pipe as tensioned prestressing bar, and cushion rubber layer, rubber buffer is provided below in prefabricated pipe
Layer makes capital be changed into be hinged from rigid connection, and this measure can not only alleviate the pressure of support column, while improve the antidetonation of structure
Performance, because the position is detached column, when earthquake occurs, suffered horizontal earthquake power also can be very big, and the present invention is arranged by this
The mechanical property of structure can effectively be improved by applying.
The present invention sets support column in roofing center, and support column includes concrete cylindrical, concrete round platform, rubber buffer
Layer, complex coagulation earth pillar, a diameter of 1.5~2m of concrete cylindrical, it is up big and down small concrete round platform above concrete cylindrical,
Concrete frustum cone height is 600~800mm, a diameter of 1.8~2.3m of concrete circular countertop, concrete cylindrical and concrete circular
Platform insertion I-steel is strengthened, and is cushion rubber layer above concrete round platform, cushion rubber layer includes rubber and steel ring, steel ring
Be wrapped in rubber periphery, steel ring thickness be 8~12mm, and cushion rubber layer thickness is 150~200mm, cushion rubber layer top surface with
Bottom surface is respectively provided with steel connecting plate, and steel connection plate thickness is 6~8mm, is complex coagulation earth pillar above cushion rubber layer, complex coagulation
Earth pillar includes prefabricated pipe and concrete core, and prefabricated pipe is wrapped in outside concrete core, and prefabricated pipe uses octagon, the side of prefabricated pipe
Figurate number amount can also determine according to the prestressing force cant beam quantity being coupled, prefabricated bottom of the tube lower than prestressed girder bottom 150
~200mm, prefabricated pipe bottom surface set iron washer to connect, concrete core concrete strength be C35 or more than.In prefabricated pipe
Side sets pressure-bearing steel plate, is to avoid prefabricated pipe from being destroyed in prestressed stretch-draw by partial pressing the purpose of pressure-bearing steel plate, pressure-bearing steel
Prestressed anchor is set outside plate.Prestressed girder and prestressing force cant beam are set in support column surrounding, transmitting shape structure is formed, in advance should
The tension cage bar of power beam and prestressing force cant beam has presstressed reinforcing steel and non-prestressing tendon, and presstressed reinforcing steel is arranged on centre, non-prestressed
Muscle is arranged on the both sides of presstressed reinforcing steel, and oblique beam is set between prestressed girder and prestressing force cant beam, and oblique beam can bear roofing
The stress that plate passes over, roof boarding stress is avoided to be ftractureed because span is excessive.Roofing plate thickness uses 150~180mm.
Construction procedure includes：
(1) concrete cylindrical and concrete round platform use one-piece casting, first install concrete cylindrical and concrete round platform
Template；For template using the lumps of wood as time stupefied, steel pipe is stupefied as master, and main stupefied spacing be 0.15~0.2m, double steel pipe as main stupefied,
Away from using M14 or M16 bolts by being fixed to wearing bolt, to wearing bolt for 0.2~0.25m, the lumps of wood；Double steel pipe passes through
Fastener is linked to be entirety with scaffold, and the screw-down torque of each fastener should reach 45Nm~60Nm；Then I-steel is installed, will
I-steel is welded in the cage bar of support column with Steel bar rack, and Steel bar rack uses mushroom forest, and Steel bar rack setting spacing is
350~450mm, then casting concrete cylinder and concrete round platform；
(2) cushion rubber layer is installed after concrete cylindrical and concrete round platform concrete strength reach 70%~80%,
The steel connecting plate of cushion rubber layer bottom surface welds with I-steel top surface；
(3) prefabricated pipe is installed, the iron washer of prefabricated pipe bottom surface is connected plate weld with the steel of cushion rubber layer top surface；
(4) prestressed beam, prestressing force cant beam, the template of oblique beam and reinforcing bar；
Prestressed girder and prestressing force cant beam springing height should be the 1/1000~3/1000 of span；
Spacing is 0.7m in length and breadth for prestressed girder and prestressing force cant beam scaffold upright rod, and supported rod erecting, vertical rod step are set up under beam
Away from for 1.2m；Spacing is 0.8m to oblique beam scaffold upright rod in length and breadth, and supported rod erecting is set up under beam, and vertical rod step pitch is 1.5m；Pin hand
Frame bottom sets bar of sweeping the floor in length and breadth far from ground no more than 200mm；Vertical rod should be vertical, and joint location is staggeredly arranged, and the upper and lower are stood
Bar position is corresponding, and vertical rod reply connects in succession.Cross bar preferably uses docking to connect, and banjo fixing butt jointing should mutually stagger, and joint must not be set
Synchronous and with across interior, adjacent joint horizontal range is not less than 500mm.Scaffold upright rod bottom should set chock；In support body four
Week sets vertical continous way bridging from the bottom to top, vertically and horizontally often adds one of bridging no more than 10m in centre, vertically cuts
It is 45 °~60 ° that knife, which supports brace and the inclination angle on ground, and horizontal cross brace is indulged with support or horizontal angle should be 45 °~60 °；
(5) casting prestressed beam, prestressing force cant beam；
(6) prestressed stretch-draw is carried out to prestressed girder, prestressing force cant beam, after concrete strength reaches design strength 100%
Can tensioned prestressing bar, control stress for prestressing is taken as 0.7~0.75 deformed bar tensile strength standard value, prestressed stretch-draw
After with prestressed anchor be fixed on pressure-bearing steel plate；
(7) casting concrete core；
(8) oblique beam and roof boarding are poured.
The present invention is compared with traditional roof structure, and inner space is very big, and performance is good.Setting by support column of the invention
The span of beam can be efficiently reduced by putting, and have preferable economic benefit.The present invention is rational in infrastructure in addition, stress is clear and definite, mechanics
Performance is good.
Brief description of the drawings
Fig. 1 is roof structure floor map, and Fig. 2 is support column elevational schematic view.
In each accompanying drawing：1st, prestressed girder, 2, prestressing force cant beam, 3, oblique beam, 4, presstressed reinforcing steel, 5, non-prestressing tendon, 6,
Roof boarding, 7, concrete cylindrical, 8, complex coagulation earth pillar, 9, pressure-bearing steel plate, 10, prestressed anchor, 11, concrete round platform, 12,
I-steel, 13, cushion rubber layer.
Embodiment
Fig. 1 is roof structure floor map, and Fig. 2 is support column elevational schematic view.
Support column is set in roofing center in embodiment, support column includes concrete cylindrical 7, concrete round platform 11, rubber
Cushion 13, complex coagulation earth pillar 8,7 a diameter of 1.8m of concrete cylindrical, concrete cylindrical 7 are above up big and down small coagulation
Native round platform 11, the height of concrete round platform 11 are 700mm, a diameter of 2m of the top surface of concrete round platform 11, concrete cylindrical 7 and concrete
Round platform 11 inserts I-steel 12 and strengthened, and concrete round platform 11 is above cushion rubber layer 13, and cushion rubber layer 13 includes rubber
Glue and steel ring, steel ring are wrapped in rubber periphery, and steel ring thickness is 10mm, and the thickness of cushion rubber layer 13 is 180mm, cushion rubber layer
13 top surfaces and bottom surface are respectively provided with steel connecting plate, and steel connection plate thickness is 7mm, and cushion rubber layer 13 is above complex coagulation earth pillar 8,
Complex coagulation earth pillar 8 includes prefabricated pipe and concrete core, and prefabricated pipe is wrapped in outside concrete core, and prefabricated pipe uses octagon,
Prefabricated bottom of the tube is lower 180mm than the bottom of prestressed girder 1, and prefabricated pipe bottom surface sets iron washer to connect, concrete core concrete
Intensity is C35.Prefabricated pipe medial surface sets pressure-bearing steel plate 9, and the outside of pressure-bearing steel plate 9 sets prestressed anchor 10.In support column four
Week sets prestressed girder 1 and prestressing force cant beam 2, forms the tension cage bar of transmitting shape structure, prestressed girder 1 and prestressing force cant beam 2
There are presstressed reinforcing steel 4 and non-prestressing tendon 5, presstressed reinforcing steel 4 is arranged on centre, and non-prestressing tendon 5 is arranged on the two of presstressed reinforcing steel 4
Side, oblique beam 3 is set between prestressed girder 1 and prestressing force cant beam 2.The thickness of roof boarding 6 uses 160mm.
Construction procedure includes：
(1) concrete cylindrical 7 and concrete round platform 11 use one-piece casting, first install concrete cylindrical 7 and concrete circular
The template of platform 11；For template using the lumps of wood as time stupefied, steel pipe is stupefied as master, and main stupefied spacing be 0.18m, double steel pipe as main stupefied,
Spacing is 0.22m, and the lumps of wood uses M14 bolts by being fixed to wearing bolt, to wearing bolt；Double steel pipe passes through fastener and pin hand
Frame is linked to be entirety, and the screw-down torque of each fastener should reach 50Nm；Then I-steel 12 is installed, I-steel 12 is used into reinforcement bar support
Frame is welded in the cage bar of support column, and Steel bar rack uses mushroom forest, and it is 400mm that Steel bar rack, which sets spacing, is then poured
Concrete cylindrical 7 and concrete round platform 11；
(2) cushion rubber layer 13, rubber are installed after concrete cylindrical 7 and the concrete strength of concrete round platform 11 reach 75%
The steel connecting plate of the bottom surface of glue cushion 13 welds with the top surface of I-steel 12；
(3) prefabricated pipe is installed, the iron washer of prefabricated pipe bottom surface is connected plate weld with the steel of the top surface of cushion rubber layer 13；
(4) prestressed beam 1, prestressing force cant beam 2, the template of oblique beam 3 and reinforcing bar；
Prestressed girder 1 and the springing height of prestressing force cant beam 2 are the 1/1000 of span；
Spacing is 0.7m in length and breadth for prestressed girder 1 and the scaffold upright rod of prestressing force cant beam 2, and supported rod erecting, vertical rod are set up under beam
Step pitch is 1.2m；Spacing is 0.8m to the oblique scaffold upright rod of beam 3 in length and breadth, and supported rod erecting is set up under beam, and vertical rod step pitch is 1.5m；Pin
Hand cradle bottom sets bar of sweeping the floor in length and breadth far from ground no more than 200mm；Vertical rod should be vertical, and joint location is staggeredly arranged, the upper and lower
Vertical rod position is corresponding, and vertical rod reply connects in succession.Cross bar preferably uses docking to connect, and banjo fixing butt jointing should mutually stagger, and joint must not
It is located at synchronous and with across interior, adjacent joint horizontal range is not less than 500mm.Scaffold upright rod bottom should set chock；In support body
Surrounding sets vertical continous way bridging from the bottom to top, vertically and horizontally often adds one of bridging no more than 10m in centre, vertically
The inclination angle on bridging brace and ground is 45 °~60 °, and horizontal cross brace is indulged with support or horizontal angle should be 45 °~60 °；
(5) casting prestressed beam 1, prestressing force cant beam 2；
(6) prestressed stretch-draw is carried out to prestressed girder 1, prestressing force cant beam 2, concrete strength reaches design strength 100%
After can tensioned prestressing bar 4, control stress for prestressing is taken as 0.7 deformed bar tensile strength standard value, and prestressing force pulls
After finishing pressure-bearing steel plate 9 is fixed on prestressed anchor 10；
(7) casting concrete core；
(8) oblique beam and roof boarding 6 are poured.
Claims (4)
1. a kind of roof structure of long span building, it is characterized in that setting support column in roofing center, support column includes concrete
Cylinder, concrete round platform, cushion rubber layer, complex coagulation earth pillar, it is up big and down small concrete round platform above concrete cylindrical,
Concrete cylindrical and concrete round platform insertion I-steel are strengthened, and are cushion rubber layer above concrete round platform, rubber buffer
Layer includes rubber and steel ring, and steel ring is wrapped in rubber periphery, and cushion rubber layer top surface and bottom surface are respectively provided with steel connecting plate, and rubber delays
It is complex coagulation earth pillar to rush above layer, and complex coagulation earth pillar includes prefabricated pipe and concrete core, and prefabricated pipe is wrapped in concrete core
Outside, prefabricated pipe use octagon, and prefabricated bottom of the tube is lower 150~200mm than prestressed girder bottom, and prefabricated pipe bottom surface sets iron pad
Circle to connect, concrete core concrete strength be C35 or more than；Prefabricated pipe medial surface sets pressure-bearing steel plate, pressure-bearing steel plate
Outside sets prestressed anchor；Prestressed girder and prestressing force cant beam are set in support column surrounding, form transmitting shape structure, prestressing force
The tension cage bar of beam and prestressing force cant beam has presstressed reinforcing steel and non-prestressing tendon, and presstressed reinforcing steel is arranged on centre, non-prestressing tendon
The both sides of presstressed reinforcing steel are arranged on, oblique beam is set between prestressed girder and prestressing force cant beam；Roofing plate thickness using 150~
180mm。
2. the roof structure of long span building according to claim 1, it is characterized in that concrete cylindrical a diameter of 1.5~
2m。
3. the roof structure of long span building according to claim 1, it is characterized in that concrete frustum cone height be 600~
800mm, a diameter of 1.8~2.3m of concrete circular countertop.
4. the roof structure of long span building according to claim 1, it is characterized in that steel ring thickness is 8~12mm, rubber
Buffer layer thickness is 150~200mm.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710953517.6A CN107700843B (en) | 2016-03-15 | 2016-03-15 | Construction method of large-span building roof structure |
| CN201610181672.6A CN105672478B (en) | 2016-03-15 | 2016-03-15 | The roof structure of long span building |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610181672.6A CN105672478B (en) | 2016-03-15 | 2016-03-15 | The roof structure of long span building |
Related Child Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710953517.6A Division CN107700843B (en) | 2016-03-15 | 2016-03-15 | Construction method of large-span building roof structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105672478A CN105672478A (en) | 2016-06-15 |
| CN105672478B true CN105672478B (en) | 2018-02-23 |
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Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710953517.6A Active CN107700843B (en) | 2016-03-15 | 2016-03-15 | Construction method of large-span building roof structure |
| CN201610181672.6A Active CN105672478B (en) | 2016-03-15 | 2016-03-15 | The roof structure of long span building |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710953517.6A Active CN107700843B (en) | 2016-03-15 | 2016-03-15 | Construction method of large-span building roof structure |
Country Status (1)
| Country | Link |
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| CN (2) | CN107700843B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107327157B (en) * | 2017-09-04 | 2023-12-15 | 安徽津达建材股份有限公司 | Reinforced structure of concrete floor |
| CN107605173A (en) * | 2017-10-17 | 2018-01-19 | 叶香雄 | The ruggedized construction of building |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09242191A (en) * | 1996-03-07 | 1997-09-16 | Tomoe Corp | Construction of large span structure |
| CN2432277Y (en) * | 2000-07-15 | 2001-05-30 | 张毅刚 | Vault with cable bearing shell |
| JP2009030319A (en) * | 2007-07-26 | 2009-02-12 | Miracle Three Corporation | Long-span structure building |
| CN101586365A (en) * | 2009-06-17 | 2009-11-25 | 中冶赛迪工程技术股份有限公司 | Crane girder and roof supporting structure with span greater than or equal to 100m |
| CN102287050A (en) * | 2011-07-13 | 2011-12-21 | 葛加君 | Construction method for long-span steel reinforced concrete roof truss |
| JP2012012796A (en) * | 2010-06-30 | 2012-01-19 | Takenaka Komuten Co Ltd | Building having large span roof structure |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3275188B2 (en) * | 1993-07-06 | 2002-04-15 | 清水建設株式会社 | Frame structure of large span roof and frame construction method |
| CN103669566B (en) * | 2013-12-09 | 2015-12-30 | 中国建筑第二工程局有限公司 | construction method of steel reinforced concrete base of large-span net rack roof |
-
2016
- 2016-03-15 CN CN201710953517.6A patent/CN107700843B/en active Active
- 2016-03-15 CN CN201610181672.6A patent/CN105672478B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09242191A (en) * | 1996-03-07 | 1997-09-16 | Tomoe Corp | Construction of large span structure |
| CN2432277Y (en) * | 2000-07-15 | 2001-05-30 | 张毅刚 | Vault with cable bearing shell |
| JP2009030319A (en) * | 2007-07-26 | 2009-02-12 | Miracle Three Corporation | Long-span structure building |
| CN101586365A (en) * | 2009-06-17 | 2009-11-25 | 中冶赛迪工程技术股份有限公司 | Crane girder and roof supporting structure with span greater than or equal to 100m |
| JP2012012796A (en) * | 2010-06-30 | 2012-01-19 | Takenaka Komuten Co Ltd | Building having large span roof structure |
| CN102287050A (en) * | 2011-07-13 | 2011-12-21 | 葛加君 | Construction method for long-span steel reinforced concrete roof truss |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107700843A (en) | 2018-02-16 |
| CN105672478A (en) | 2016-06-15 |
| CN107700843B (en) | 2020-05-01 |
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Effective date of registration: 20201120 Address after: Group 9, Lixi village, Libao town, Hai'an City, Nantong City, Jiangsu Province, 226600 Patentee after: Xinda (Haian) new material Co.,Ltd. Address before: 325000 No. 4, Jinchuan Road, Tianhe street, Wenzhou economic and Technological Development Zone, Zhejiang, China Patentee before: Ye Changqing |
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Address after: 226600 group 9, Lixi village, Libu Town, Hai'an City, Nantong City, Jiangsu Province Patentee after: Jiangsu Xinda New Materials Group Co.,Ltd. Country or region after: China Address before: 226600 group 9, Lixi village, Libu Town, Hai'an City, Nantong City, Jiangsu Province Patentee before: Xinda (Haian) new material Co.,Ltd. Country or region before: China |