CN102322134A - Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold - Google Patents
Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold Download PDFInfo
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- CN102322134A CN102322134A CN201110158699A CN201110158699A CN102322134A CN 102322134 A CN102322134 A CN 102322134A CN 201110158699 A CN201110158699 A CN 201110158699A CN 201110158699 A CN201110158699 A CN 201110158699A CN 102322134 A CN102322134 A CN 102322134A
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Abstract
The invention relates to an upright axial stressed fastener-type full space support frame and an upright eccentric stressed fastener-type full space scaffold. Four brackets and four brackets are longitudinally and transversely arranged across the support frame; loading is carried out in a range of the brackets; a frame body has a pace of 1.5m; the distance of uprights in the longitudinal and transverse directions is 1.25*1.2m; and the frame body is formed in a mode that steel pipes with the specification of phi 48*3.2 are erected and are connected through fasteners. A double steel pipe girder is supported by an adjustable bracket at the upper part of the support frame. A load at the upper part of the support frame is axially transmitted into the uprights through the girder and the adjustable bracket. A transverse horizontal rod is arranged at the middle parts of each two adjacent uprights at the upper part of the full space scaffold along the longitudinal direction. A load at the top of the full space scaffold is eccentrically transferred to the uprights through the transverse horizontal rods, longitudinal horizontal rods and fasteners, wherein the eccentricity is 54mm. Compared with the support frame, the critical load of the full space scaffold is reduced by 36 percent. Due to the adoption of the method disclosed by the invention, the difference in bearing capacities of the full space scaffold and the full space support frame is found, so that the scaffold is safely and economically used in the constructional engineering.
Description
Technical field
The full hall of fastener type steel pipe that the present invention relates to use a kind of building site supports (vertical rod uniaxial force) frame and the definite method that expires hall scaffold (vertical rod eccentric force) bearing capacity difference.
Background technology
The building site does not have serial support body to set up structure critical load requirement one to one when using fastener type steel pipe full hall bracing frame and full hall scaffold at present, confirms the full hall of the fastener type scaffold bearing capacity difference of full bracing frame of vertical rod uniaxial force fastener type and vertical rod eccentric force; Set up by rule of thumb at the scene; On the one hand, cause the waste of material cost to increase, on the other hand; Cause potential safety hazard, have in addition serious accident takes place.
Summary of the invention
The object of the present invention is to provide the full hall of the fastener type scaffold of a kind of definite vertical rod uniaxial force fastener type full hall bracing frame and vertical rod eccentric force, and confirm the difference of its bearing capacity.Make the use scaffold that construction work can be safe, economic.
The present invention realizes above-mentioned purpose like this:
The full hall of a kind of fastener type of vertical rod uniaxial force bracing frame comprises pole steel tube, vertical equity bar and transverse horizontal bar; Node connects with the malleable cast iron fastener; Bracing frame vertical 4 is striden, and horizontal 4 stride, and loading zone is 4 to stride * 4 scopes of striding; The vertical rod step pitch is 1.5m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.2m; Frame structure is set up by 5 step pitches, and the bar height of sweeping the floor is 0.3m, and the frame structure height is 7.8m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium 0.52m of adjustable bracket upper surface to support, the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; The bracing frame upper load imports pole steel tube into through girder, adjustable bracket axle center; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.
The full hall of a kind of fastener type of vertical rod eccentric force scaffold comprises pole steel tube, vertical equity bar and transverse horizontal bar; Node connects with the malleable cast iron fastener; Support vertical 4 is striden, and horizontal 4 stride; Loading zone is 4 to stride * 4 scopes of striding; The vertical rod step pitch is 1.5m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube 4 horizontal spacing 1.2m; Frame structure is set up by 5 step pitches, and the bar height of sweeping the floor is 0.3m, and the frame structure height is 7.8m; A transverse horizontal bar is longitudinally arranged at adjacent vertical rod middle part in support body top; The top load passes to vertical rod, eccentric throw 54mm through transverse horizontal bar, vertical equity bar, fastener off-centre; Pole steel tube, vertical equity bar, transverse horizontal bar all adopt Φ 48 * 3.2 steel pipes; Compare with the full hall of the fastener type bracing frame of vertical rod uniaxial force, critical load descends 36%.
The present invention has confirmed the difference of the full hall of fastener type bracing frame and full hall scaffold bearing capacity, guarantees construction work safety, uses scaffold economically.
Description of drawings
Fig. 1 is the full hall of a fastener type steel pipe bracing frame front view;
Fig. 2 is the full hall of a fastener type steel pipe bracing frame lateral view;
Fig. 3 is the full hall of a fastener type steel pipe bracing frame load test assembling front view;
Fig. 4 is the full hall of a fastener type steel pipe bracing frame loading zone vertical view;
Fig. 5 is the full hall of a fastener type steel pipe bracing frame load test assembling side elevation;
Fig. 6 is the full hall of a fastener type steel pipe scaffold front view;
Fig. 7 is the full hall of a fastener type steel pipe scaffold lateral view;
Fig. 8 is the full hall of a fastener type steel pipe scaffold load test assembling front view;
Fig. 9 is the full hall of a fastener type steel pipe scaffold loading zone vertical view;
Figure 10 is the full hall of a fastener type steel pipe scaffold load test assembling side elevation;
Among the figure: 1, adjustable bracket; 2, two steel pipes; 3, transverse horizontal bar; 4, pole steel tube; 5, vertical equity bar; 6, malleable cast iron fastener; 7, reaction frame; 8, fixing reaction frame steel pipe; 9, distribution beam; 10, i iron; 11, jack; 12 cushion blocks.
The specific embodiment
Shown in Fig. 1-5, the full hall of vertical rod uniaxial force fastener type bracing frame comprises pole steel tube 4, vertical equity bar 5 and transverse horizontal bar 3; Node connects with malleable cast iron fastener 6; Support vertical 4 is striden, and horizontal 4 stride; Loading zone is 4 to stride * 4 scopes of striding; Adjacent vertical equity bar or adjacent transverse horizon bar axial line distance, i.e. vertical rod step pitch E is 1.5m, the frame structure height is set up by 5 step pitches (adjacent vertical or transverse horizontal rod axis distance); Pole steel tube horizontal spacing A is 1.2m, and pole steel tube longitudinal pitch B is 1.25m, and the bar height D that sweeps the floor is 0.3m, and frame structure height C is 7.8m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking, and the upper lateral tube epithelium of adjustable bracket 1 upper surface to support is 0.52m apart from F, and adjustable bracket 1 stretches out vertical rod 4 length G and is not more than 0.35m; The bracing frame upper load imports vertical rod into through girder, adjustable bracket axle center; Pole steel tube 4, vertical equity bar 5, transverse horizontal bar 3 and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.Test is shown in Fig. 3～5; This fastener type steel pipe full hall bracing frame and full hall scaffold are through jack 11 loadings; Top reaction frame 7 girders, reaction frame return back to top load are reached distribution beam 9, and distribution beam 9 reaches i iron 10 with load; I iron 10 reaches the two steel pipes 2 of support with load, realizes the loading test of full hall bracing frame.Confirm average single vertical rod critical load 17.8kN through loading test.
Shown in Fig. 6-10, the full hall scaffold of vertical rod eccentric force comprises pole steel tube 4, vertical equity bar 5 and transverse horizontal bar 3; Node connects with malleable cast iron fastener 6; Support vertical 4 is striden, and horizontal 4 stride; Loading zone is 4 to stride * 4 scopes of striding; Adjacent vertical equity bar or adjacent transverse horizon bar axial line distance, i.e. vertical rod step pitch E is 1.5m, and pole steel tube horizontal spacing A is 1.2m, and pole steel tube longitudinal pitch B is 1.25m, and the bar height D that sweeps the floor is 0.3m, frame structure height C is 7.8m; A transverse horizontal bar is longitudinally arranged at adjacent vertical rod middle part in the support body top; The top load passes to vertical rod 4 through transverse horizontal bar 3, vertical equity bar 5, fastener 6 off-centre, and eccentric throw H is 54mm; Pole steel tube 4, vertical equity bar 5, transverse horizontal bar 3 all adopt Φ 48 * 3.2 steel pipes.
Test is shown in Fig. 8～10; This fastener type steel pipe full hall bracing frame and full hall scaffold are through jack 11 loadings; Top reaction frame 7 girders, reaction frame return back to top load are reached distribution beam 9, and distribution beam 9 reaches i iron 10 with load; I iron 10 reaches support top cross horizon bar 3 with load, realizes the loading test of full hall scaffold.Confirm average single vertical rod critical load 13.1kN through loading test; Compare with bracing frame, average single vertical rod critical load descends 36%.
Claims (2)
1. the full hall of the fastener type of vertical rod uniaxial force bracing frame comprises pole steel tube, vertical equity bar and transverse horizontal bar; Node connects with the malleable cast iron fastener; It is characterized in that: bracing frame vertical 4 is striden, and horizontal 4 stride, and loading zone is 4 to stride * 4 scopes of striding; The vertical rod step pitch is 1.5m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.2m; Frame structure is set up by 5 step pitches, and the bar height of sweeping the floor is 0.3m, and the frame structure height is 7.8m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium 0.52m of adjustable bracket upper surface to support, the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; The bracing frame upper load imports pole steel tube into through girder, adjustable bracket axle center; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.
2. the full hall of the fastener type of vertical rod eccentric force scaffold comprises pole steel tube, vertical equity bar and transverse horizontal bar; Node connects with the malleable cast iron fastener; It is characterized in that: support vertical 4 is striden, and horizontal 4 stride; Loading zone is 4 to stride * 4 scopes of striding; The vertical rod step pitch is 1.5m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube 4 horizontal spacing 1.2m; Frame structure is set up by 5 step pitches, and the bar height of sweeping the floor is 0.3m, and the frame structure height is 7.8m; A transverse horizontal bar is longitudinally arranged at adjacent vertical rod middle part in support body top; The top load passes to vertical rod, eccentric throw 54mm through transverse horizontal bar, vertical equity bar, fastener off-centre; Pole steel tube, vertical equity bar, transverse horizontal bar all adopt Φ 48 * 3.2 steel pipes; Compare with the full hall of the fastener type bracing frame of vertical rod uniaxial force, critical load descends 36%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110158699 CN102322134B (en) | 2011-06-14 | 2011-06-14 | Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110158699 CN102322134B (en) | 2011-06-14 | 2011-06-14 | Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold |
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| CN102322134A true CN102322134A (en) | 2012-01-18 |
| CN102322134B CN102322134B (en) | 2013-09-11 |
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| CN 201110158699 Expired - Fee Related CN102322134B (en) | 2011-06-14 | 2011-06-14 | Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102677881A (en) * | 2012-06-07 | 2012-09-19 | 刘群 | Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame |
| CN104878914A (en) * | 2013-07-25 | 2015-09-02 | 中冶天工集团有限公司 | Skew-based abnormal-load all-round scaffold building method |
| CN105804379A (en) * | 2016-06-08 | 2016-07-27 | 中国二十二冶集团有限公司 | Fastener-type full-hall scaffold supporting method |
| CN106320677A (en) * | 2016-09-14 | 2017-01-11 | 安徽省建筑科学研究设计院 | Instrument for measuring stability bearing capacity of bowl buckle type steel pipe support |
| CN109974998A (en) * | 2019-04-25 | 2019-07-05 | 北京工业大学 | A kind of lower full hall scaffold stability testing method of right-angle coupler failure |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES2248290T3 (en) * | 2000-03-06 | 2006-03-16 | Reco Holding B.V. | METHOD FOR THE ASSEMBLY OF A SCOPE, SIZE AND PARTS OF THE SAME |
| JP2007309029A (en) * | 2006-05-22 | 2007-11-29 | Alinco Inc | Single-pipe scaffold |
| JP2009161934A (en) * | 2007-12-28 | 2009-07-23 | Alinco Inc | Support for tube and coupler scaffolding, and tube and coupler scaffolding structure using the same |
| CN201310182Y (en) * | 2008-10-27 | 2009-09-16 | 中太建设集团股份有限公司 | Steel-tube full scaffold of fastener type |
| CN201310191Y (en) * | 2008-10-27 | 2009-09-16 | 中太建设集团股份有限公司 | Template support of steel-tube scaffold of fastener type |
-
2011
- 2011-06-14 CN CN 201110158699 patent/CN102322134B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ES2248290T3 (en) * | 2000-03-06 | 2006-03-16 | Reco Holding B.V. | METHOD FOR THE ASSEMBLY OF A SCOPE, SIZE AND PARTS OF THE SAME |
| JP2007309029A (en) * | 2006-05-22 | 2007-11-29 | Alinco Inc | Single-pipe scaffold |
| JP2009161934A (en) * | 2007-12-28 | 2009-07-23 | Alinco Inc | Support for tube and coupler scaffolding, and tube and coupler scaffolding structure using the same |
| CN201310182Y (en) * | 2008-10-27 | 2009-09-16 | 中太建设集团股份有限公司 | Steel-tube full scaffold of fastener type |
| CN201310191Y (en) * | 2008-10-27 | 2009-09-16 | 中太建设集团股份有限公司 | Template support of steel-tube scaffold of fastener type |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102677881A (en) * | 2012-06-07 | 2012-09-19 | 刘群 | Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame |
| CN104878914A (en) * | 2013-07-25 | 2015-09-02 | 中冶天工集团有限公司 | Skew-based abnormal-load all-round scaffold building method |
| CN105804379A (en) * | 2016-06-08 | 2016-07-27 | 中国二十二冶集团有限公司 | Fastener-type full-hall scaffold supporting method |
| CN106320677A (en) * | 2016-09-14 | 2017-01-11 | 安徽省建筑科学研究设计院 | Instrument for measuring stability bearing capacity of bowl buckle type steel pipe support |
| CN109974998A (en) * | 2019-04-25 | 2019-07-05 | 北京工业大学 | A kind of lower full hall scaffold stability testing method of right-angle coupler failure |
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| Publication number | Publication date |
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| CN102322134B (en) | 2013-09-11 |
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Inventor after: Zhang Guoqing Inventor after: Fang Zhongming Inventor after: Ma Zhaolong Inventor after: Shen Yongmiao Inventor after: Liu Qun Inventor before: Liu Qun Inventor after: Zhang Guoqing Inventor after: Fang Zhongming Inventor after: Ma Zhaolong Inventor after: Shen Yongmiao Inventor after: Liu Qun Inventor before: Liu Qun |
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Free format text: CORRECT: INVENTOR; FROM: LIU QUN TO: ZHANG GUOQING FANG ZHONGMING MA ZHAOLONG SHEN YONGMIAO LIU QUN Free format text: CORRECT: ADDRESS; FROM: 065000 LANGFANG, HEBEI PROVINCE TO: 310005 HANGZHOU, ZHEJIANG PROVINCE |
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Effective date of registration: 20130726 Address after: Hangzhou City, Zhejiang province 310005 Moganshan Road No. 226 Applicant after: Hangzhou Erjian Construct Co., Ltd. Address before: Langfang City, Hebei Province, Jinguang road 065000 Guangyang District Sheng Chunli room 6 2-102 Applicant before: Liu Qun Effective date of registration: 20130726 Address after: Hangzhou City, Zhejiang province 310005 Moganshan Road No. 226 Applicant after: Hangzhou Erjian Construct Co., Ltd. Address before: Langfang City, Hebei Province, Jinguang road 065000 Guangyang District Sheng Chunli room 6 2-102 Applicant before: Liu Qun |
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