CN102677881A - Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame - Google Patents
Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame Download PDFInfo
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- CN102677881A CN102677881A CN2012101856890A CN201210185689A CN102677881A CN 102677881 A CN102677881 A CN 102677881A CN 2012101856890 A CN2012101856890 A CN 2012101856890A CN 201210185689 A CN201210185689 A CN 201210185689A CN 102677881 A CN102677881 A CN 102677881A
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- 238000000034 method Methods 0.000 title claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 74
- 239000010959 steel Substances 0.000 claims abstract description 74
- 239000011295 pitch Substances 0.000 claims description 18
- 238000011068 loading method Methods 0.000 claims description 14
- 229910001296 Malleable iron Inorganic materials 0.000 claims description 7
- 210000000981 epithelium Anatomy 0.000 claims description 6
- 238000010408 sweeping Methods 0.000 claims description 4
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 10
- 229910052742 iron Inorganic materials 0.000 description 5
- 238000010276 construction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The invention relates to a method for improving and determining a bearing capacity of a support frame by reducing a length of vertical rods of the support frame that protrudes a top layer horizontal rod cantilever. The support frame has four vertical strides and four transverse strides and is loaded in a range of four-stride X four-stride. The support frame is 5.48 m high, a step pitch of the vertical rods is 1.49 m, the vertical distance of the vertical rods is 1.25 m, the transverse distance of the vertical rods is 1.21 m, the vertical rods are lapped by steel pipes of phi48 X 3.2, and nodes are connected by fasteners. The upper part of a support is taken as a bearing main beam by supporting two steel pipes of phi48 X 3.2 through an adjustable bracket, the bottom of the adjustable bracket is inserted and fixed in the vertical rods of the support, and the vertical rods protrude the top layer horizontal rod cantilever for 0.81 m. The length of the vertical rods of the support frame that protrudes the top layer horizontal rod cantilever is reduced to 0.52 m, the support frame is 5.19 m high, and a critical load of the support frame is improved for 15%. According to the method provided by the invention, the method for improving and determining the bearing capacity of the support frame by reducing the length of vertical rods of the support frame is provided, so that a scaffold is safely and economically used in building engineering.
Description
Technical field
The present invention relates to the fastener type steel pipe bracing frame used a kind of building site, its vertical rod is stretched out top layer horizon bar jib-length and is reduced to 0.52m by 0.81m, the method that fastener type steel pipe bracing frame bearing capacity is improved.
Background technology
The fastener type steel pipe bracing frame is being used in the building site at present, does not have the vertical rod of support body series to stretch out top layer horizon bar jib-length and changes critical load requirement one to one, does not have the bracing frame vertical rod to stretch out top layer horizon bar jib-length and changes the fastener type bracing frame bearing capacity method of confirming; Set up by rule of thumb at the scene, on the one hand, causes the waste of material cost to increase; On the other hand; Cause potential safety hazard, what have causes support body top local buckling, finally causes taking place serious accident.
Summary of the invention
The object of the present invention is to provide a kind of fastener type steel pipe bracing frame, its vertical rod is stretched out top layer horizon bar jib-length and is reduced to 0.52m by 0.81m, the method that fastener type steel pipe bracing frame bearing capacity is improved.Make the use bracing frame that construction work can be safe, economic.
The present invention realizes above-mentioned purpose like this:
The fastener type bracing frame of top layer horizon bar jib-length 0.81m is stretched out in a kind of vertical rod, 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 1.49m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.21m; The bar height of sweeping the floor is 0.2m, and frame structure is set up by 3 step pitches, and the frame structure height is 5.48m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium of adjustable bracket upper surface to bracing frame is apart from 0.81m, and the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.
The fastener type bracing frame of top layer horizon bar jib-length 0.52m is stretched out in a kind of vertical rod, 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 1.49m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.21m; The bar height of sweeping the floor is 0.2m, and frame structure is set up by 3 step pitches, and the frame structure height is 5.18m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium of adjustable bracket upper surface to bracing frame is apart from 0.52m, and the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.Stretch out the fastener type bracing frame of top layer horizon bar jib-length 0.81m with vertical rod and compare, critical load improves 15%.
The present invention has confirmed the fastener type steel pipe bracing frame, and its vertical rod is stretched out top layer horizon bar jib-length and is reduced to 0.52m by 0.81m, the method that fastener type steel pipe bracing frame bearing capacity is improved.Make the use bracing frame that construction work can be safe, economic.
Description of drawings
Fig. 1 is a top jib-length 0.81m fastener type steel pipe bracing frame front view;
Fig. 2 is a top jib-length 0.81m fastener type steel pipe bracing frame vertical view;
Fig. 3 is a top jib-length 0.81m fastener type steel pipe bracing frame lateral view;
Fig. 4 is a top jib-length 0.81m fastener type steel pipe bracing frame load test assembling front view;
Fig. 5 is a top jib-length 0.81m fastener type steel pipe bracing frame loading zone vertical view;
Fig. 6 is a top jib-length 0.81m fastener type steel pipe bracing frame load test assembling side elevation;
Fig. 7 is a top jib-length 0.52m fastener type steel pipe bracing frame front view;
Fig. 8 is a top jib-length 0.52m fastener type steel pipe bracing frame lateral view;
Fig. 9 is a top jib-length 0.52m fastener type steel pipe bracing frame lateral view;
Figure 10 is a top jib-length 0.52m fastener type steel pipe bracing frame load test assembling front view;
Figure 11 is a top jib-length 0.52m fastener type steel pipe bracing frame loading zone vertical view;
Figure 12 is a top jib-length 0.52m fastener type steel pipe bracing frame load test assembling side elevation;
Among the figure: 1, adjustable bracket; 2, two steel pipe girders; 3, vertical equity bar; 4, pole steel tube; 5, transverse horizontal bar; 6, malleable cast iron fastener; 7, reaction frame; 8, fixing reaction frame steel pipe; 9, distribution beam; 10, i iron; 11, jack.
The specific embodiment
Shown in Fig. 1-6, the fastener type bracing frame of top layer horizon bar jib-length 0.81m is stretched out in a kind of vertical rod, comprises pole steel tube 4, vertical equity bar 3 and transverse horizontal bar 5; Node connects with malleable cast iron fastener 6; Bracing frame vertical 4 is striden, and horizontal 4 stride, and loading zone is 4 to stride * 4 scopes of striding; Vertical rod step pitch E is 1.49m, and adjacent pole steel tube longitudinal pitch A is 1.25m, and adjacent pole steel tube horizontal spacing B is 1.21m; The bar height D that sweeps the floor is 0.2m, and frame structure is set up by 3 step pitches, and frame structure height C is 5.48m; Bracing frame top is by the two steel pipe girders 2 of adjustable bracket 1 jacking; The upper lateral tube epithelium of adjustable bracket 1 upper surface to bracing frame is 0.81m apart from F, and the length G that adjustable bracket 1 stretches out pole steel tube is not more than and is 0.35m; Pole steel tube 4, vertical equity bar 3, transverse horizontal bar 5 and two steel pipe girder 2 all adopt Φ 48 * 3.2 steel pipes.Test is shown in Fig. 4～6, and this fastener type steel pipe bracing frame is through jack 11 loadings, top reaction frame 7 girders; Reaction frame returns back to top load is reached distribution beam 9; Distribution beam 9 reaches i iron 10 with load, and i iron 10 reaches the two steel pipes 2 of support with load, realizes the bracing frame loading test.Confirm average single vertical rod critical load 16.6kN through loading test.
Shown in Fig. 7-12, the fastener type bracing frame of top layer horizon bar jib-length 0.52m is stretched out in a kind of vertical rod, comprises pole steel tube 4, vertical equity bar 3 and transverse horizontal bar 5; Node connects with malleable cast iron fastener 6: bracing frame vertical 4 is striden, and horizontal 4 stride, and loading zone is 4 to stride * 4 scopes of striding; Vertical rod step pitch E is 1.49m, and adjacent pole steel tube longitudinal pitch A is 1.25m, and adjacent pole steel tube horizontal spacing B is 1.21m; The bar height D that sweeps the floor is 0.2m, and frame structure is set up by 3 step pitches, and frame structure height C is 5.19m; Bracing frame top is by the two steel pipe girders 2 of adjustable bracket jacking; The upper lateral tube epithelium distance L of adjustable bracket 1 upper surface to bracing frame is 0.52m, and the length G that adjustable bracket stretches out pole steel tube is not more than 0.35m; Vertical rod steel test is shown in Figure 10～12, and this fastener type steel pipe bracing frame is through jack 11 loadings, top reaction frame 7 girders; Reaction frame returns back to top load is reached distribution beam 9; Distribution beam 9 reaches i iron 10 with load, and i iron 10 reaches the two steel pipes 2 of support with load, realizes the bracing frame loading test.
Confirm average single vertical rod critical load 19.1kN through loading test.Stretch out the fastener type bracing frame of top layer horizon bar jib-length 0.81m with vertical rod and compare, critical load improves 15%.
Claims (3)
1. fastener type bracing frame, top layer horizon bar jib-length 0.81m is stretched out in vertical rod, and 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 1.49m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.21m; The bar height of sweeping the floor is 0.2m, and frame structure is set up by 3 step pitches, and the frame structure height is 5.48m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium of adjustable bracket upper surface to bracing frame is apart from 0.81m, and the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.
2. fastener type bracing frame, top layer horizon bar jib-length 0.52m is stretched out in vertical rod, and 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 1.49m, adjacent pole steel tube longitudinal pitch 1.25m, adjacent pole steel tube horizontal spacing 1.21m; The bar height of sweeping the floor is 0.2m, and frame structure is set up by 3 step pitches, and the frame structure height is 5.19m; Bracing frame top is by the two steel pipe girders of adjustable bracket jacking; The upper lateral tube epithelium of adjustable bracket upper surface to bracing frame is apart from 0.52m, and the length that adjustable bracket stretches out pole steel tube is not more than 0.35m; Pole steel tube, vertical equity bar, transverse horizontal bar and two steel pipe girder all adopt Φ 48 * 3.2 steel pipes.
3. one kind reduces bracing frame top layer jib-length raising bracing frame bearing capacity method; Bracing frame adopts the described vertical rod of claim 2 to stretch out top layer horizon bar jib-length 0.52m; It is characterized in that: the fastener type bracing frame that stretches out top layer horizon bar jib-length 0.81m with vertical rod in the claim 1 is compared, and critical load improves 15%.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012101856890A CN102677881A (en) | 2012-06-07 | 2012-06-07 | Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2012101856890A CN102677881A (en) | 2012-06-07 | 2012-06-07 | Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame |
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| CN102677881A true CN102677881A (en) | 2012-09-19 |
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| CN2012101856890A Pending CN102677881A (en) | 2012-06-07 | 2012-06-07 | Method for improving bearing capacity of support frame by reducing length of top layer cantilever of support frame |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110792269A (en) * | 2019-10-31 | 2020-02-14 | 中冶天工集团有限公司 | A kind of unloading platform for multi-storey building construction and construction method thereof |
| CN110793769A (en) * | 2019-12-16 | 2020-02-14 | 兰州理工大学 | A test device for civil engineering frame structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007309029A (en) * | 2006-05-22 | 2007-11-29 | Alinco Inc | Single tube scaffold |
| JP2009161934A (en) * | 2007-12-28 | 2009-07-23 | Alinco Inc | Single pipe scaffolding pillar and single pipe scaffold structure using the same |
| CN101892738A (en) * | 2010-08-20 | 2010-11-24 | 中太建设集团股份有限公司 | Embedded scaffold connecting tube and construction method thereof |
| CN102322134A (en) * | 2011-06-14 | 2012-01-18 | 刘群 | Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold |
-
2012
- 2012-06-07 CN CN2012101856890A patent/CN102677881A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007309029A (en) * | 2006-05-22 | 2007-11-29 | Alinco Inc | Single tube scaffold |
| JP2009161934A (en) * | 2007-12-28 | 2009-07-23 | Alinco Inc | Single pipe scaffolding pillar and single pipe scaffold structure using the same |
| CN101892738A (en) * | 2010-08-20 | 2010-11-24 | 中太建设集团股份有限公司 | Embedded scaffold connecting tube and construction method thereof |
| CN102322134A (en) * | 2011-06-14 | 2012-01-18 | 刘群 | Method for determining difference in bearing capacities of fastener-type full space support frame and full space scaffold |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110792269A (en) * | 2019-10-31 | 2020-02-14 | 中冶天工集团有限公司 | A kind of unloading platform for multi-storey building construction and construction method thereof |
| CN110793769A (en) * | 2019-12-16 | 2020-02-14 | 兰州理工大学 | A test device for civil engineering frame structure |
| CN110793769B (en) * | 2019-12-16 | 2021-07-13 | 兰州理工大学 | A test device for civil engineering frame structure |
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Application publication date: 20120919 |