CN107700843A - The construction method of long span building roof structure - Google Patents
The construction method of long span building roof structure Download PDFInfo
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- CN107700843A CN107700843A CN201710953517.6A CN201710953517A CN107700843A CN 107700843 A CN107700843 A CN 107700843A CN 201710953517 A CN201710953517 A CN 201710953517A CN 107700843 A CN107700843 A CN 107700843A
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- prestressing force
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- 238000010276 construction Methods 0.000 title claims abstract description 10
- 238000005266 casting Methods 0.000 claims abstract description 14
- 238000000034 method Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 54
- 239000010959 steel Substances 0.000 claims description 54
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 239000002023 wood Substances 0.000 claims description 6
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 235000001674 Agaricus brunnescens Nutrition 0.000 claims description 3
- 241000538562 Banjos Species 0.000 claims description 3
- 238000003032 molecular docking Methods 0.000 claims description 3
- 238000010408 sweeping Methods 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 9
- 230000015271 coagulation Effects 0.000 description 8
- 238000005345 coagulation Methods 0.000 description 8
- 210000002435 tendon Anatomy 0.000 description 4
- 230000001360 synchronised effect Effects 0.000 description 2
- 229910000576 Laminated steel Inorganic materials 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 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
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- 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 construction method of long span building roof structure, it is characterized in that construction procedure includes：(1) concrete cylindrical and concrete round platform use one-piece casting；(2) cushion rubber layer is installed after concrete cylindrical and concrete round platform concrete strength reach 70%~80%；(3) prefabricated pipe is installed；(4) prestressed beam, prestressing force cant beam, the template of oblique beam and reinforcing bar；(5) casting prestressed beam, prestressing force cant beam；(6) prestressed stretch-draw is carried out to prestressed girder, prestressing force cant beam；(7) casting concrete core；(8) oblique beam and roof boarding are poured.
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
Round platform insertion I-steel is strengthened, and is cushion rubber layer above concrete round platform, cushion rubber layer includes rubber and steel ring, steel
Circle is wrapped in rubber periphery, and steel ring thickness is 8~12mm, and cushion rubber layer thickness is 150~200mm, cushion rubber layer top surface
Steel connecting plate is respectively provided with bottom surface, steel connection plate thickness is 6~8mm, is complex coagulation earth pillar above cushion rubber layer, compound mixed
Solidifying earth pillar includes prefabricated pipe and concrete core, and prefabricated pipe is wrapped in outside concrete core, and prefabricated pipe uses octagon, prefabricated pipe
Side figurate number amount can also determine that prefabricated bottom of the tube is lower than prestressed girder bottom according to the prestressing force cant beam quantity being coupled
150~200mm, prefabricated pipe bottom surface set iron washer to connect, concrete core concrete strength be C35 or more than.It is prefabricated
Pipe medial surface 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, holds
Prestressed anchor is set outside laminated steel.Prestressed girder and prestressing force cant beam are set in support column surrounding, form transmitting shape structure,
The tension cage bar of prestressed girder and prestressing force cant beam has presstressed reinforcing steel and non-prestressing tendon, and presstressed reinforcing steel is arranged on centre, non-pre-
Stress rib 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 be born
The stress that roof boarding 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 and scaffold are linked to be entirety, and the screw-down torque of each fastener should reach the Nm of 45Nm~60；Then I-steel is installed,
I-steel is welded in the cage bar of support column with Steel bar rack, Steel bar rack uses mushroom forest, and Steel bar rack sets spacing
For 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 200 mm；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 coagulation
Native 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 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, rubber buffer
13 top surface of layer and bottom surface are respectively provided with steel connecting plate, and steel connection plate thickness is 7mm, and cushion rubber layer 13 is above composite concrete
Post 8, complex coagulation earth pillar 8 include prefabricated pipe and concrete core, and prefabricated pipe is wrapped in outside concrete core, and prefabricated pipe uses eight sides
Shape, prefabricated bottom of the tube are lower 180mm than the bottom of prestressed girder 1, and prefabricated pipe bottom surface sets iron washer to connect, concrete core coagulation
Native 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
Surrounding sets prestressed girder 1 and prestressing force cant beam 2, forms the tension master of transmitting shape structure, prestressed girder 1 and prestressing force cant beam 2
Muscle has presstressed reinforcing steel 4 and non-prestressing tendon 5, and presstressed reinforcing steel 4 is arranged on centre, and non-prestressing tendon 5 is arranged on presstressed reinforcing steel 4
Both sides, 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；
Scaffold 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 upper strata is with
Layer 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 is not
It must be located at synchronous and with across interior, adjacent joint horizontal range is not less than 500mm.Scaffold upright rod bottom should set chock；In frame
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, erects
Be 45 °~60 ° to the inclination angle on bridging brace and ground, horizontal cross brace and support be vertical 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 (3)
- A kind of 1. construction method of long span building roof structure, it is characterized in that construction procedure includes：(1) concrete cylindrical and concrete round platform use one-piece casting, first install the template of concrete cylindrical and concrete round platform； 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, and as main stupefied, spacing is double steel pipe 0.2~0.25m, the lumps of wood use M14 or M16 bolts by being fixed to wearing bolt, to wearing bolt；Double steel pipe passes through fastener It is linked to be entirety with scaffold, the screw-down torque of each fastener should reach 45Nm~60Nm；Then I-steel is installed, by I-shaped Steel is welded in the cage bar of support column with Steel bar rack, and Steel bar rack uses mushroom forest, Steel bar rack set spacing be 350~ 450mm, then casting concrete cylinder and concrete round platform；(2) cushion rubber layer, rubber are installed after concrete cylindrical and concrete round platform concrete strength reach 70%~80% The steel connecting plate of cushion 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；Spacing is 0.7m in length and breadth for prestressed girder and prestressing force cant beam scaffold upright rod, supported rod erecting is set up under beam, vertical rod step pitch is 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；Scaffold bottom Portion sets bar of sweeping the floor in length and breadth away from ground no more than 200mm；Vertical rod should be vertical, and joint location is staggeredly arranged, the upper and lower vertical rod position Put it is corresponding, vertical rod reply connect in succession；Cross bar preferably uses docking to connect, and banjo fixing butt jointing should mutually stagger, and joint must not be located at together Step and with across interior, adjacent joint horizontal range is not less than 500mm；Scaffold upright rod bottom should set chock；Set in support body surrounding Vertical continous way bridging from the bottom to top is put, vertically and horizontally often one of bridging, vertical bridging are added no more than 10m in centre The inclination angle on 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, prestressing force cant beam；(6) prestressed stretch-draw is carried out to prestressed girder, prestressing force cant beam, concrete strength can after reaching design strength 100% Tensioned prestressing bar, control stress for prestressing are taken as 0.7~0.75 deformed bar tensile strength standard value, and prestressed stretch-draw finishes Afterwards pressure-bearing steel plate is fixed on prestressed anchor；(7) casting concrete core；(8) oblique beam and roof boarding are poured.
- 2. the construction method of long span building roof structure according to claim 1, it is characterized in that steel connection plate thickness is 6 ~8mm.
- 3. the construction method of long span building roof structure according to claim 2, it is characterized in that prestressed girder is answered with pre- Power cant beam springing height should be the 1/1000~3/1000 of span.
Priority Applications (1)
| 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 |
Applications Claiming Priority (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 |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610181672.6A Division CN105672478B (en) | 2016-03-15 | 2016-03-15 | The roof structure of long span building |
Publications (2)
| Publication Number | Publication Date |
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| CN107700843A true CN107700843A (en) | 2018-02-16 |
| CN107700843B CN107700843B (en) | 2020-05-01 |
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| 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 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201610181672.6A Active CN105672478B (en) | 2016-03-15 | 2016-03-15 | The roof structure of long span building |
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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 (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0726631A (en) * | 1993-07-06 | 1995-01-27 | Shimizu Corp | Frame structure of large span roof and construction method |
| 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 |
| CN103669566A (en) * | 2013-12-09 | 2014-03-26 | 中国建筑第二工程局有限公司 | Steel reinforced concrete base of large-span net rack roof and construction method thereof |
-
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 (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0726631A (en) * | 1993-07-06 | 1995-01-27 | Shimizu Corp | Frame structure of large span roof and construction method |
| 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 |
| CN103669566A (en) * | 2013-12-09 | 2014-03-26 | 中国建筑第二工程局有限公司 | Steel reinforced concrete base of large-span net rack roof and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105672478B (en) | 2018-02-23 |
| CN105672478A (en) | 2016-06-15 |
| CN107700843B (en) | 2020-05-01 |
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Address after: 325000, No. 48, Jingshan Hill Road, Ouhai District, Wenzhou, Zhejiang Applicant after: Ye Changqing Address before: 325000 No.4, Jinchuan Road, Tianhe street, economic and Technological Development Zone, Wenzhou City, Zhejiang Province Applicant before: Ye Changqing |
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