CN102117364A - Rib distribution method for beamed bottom plate with bearing platform column cap - Google Patents
Rib distribution method for beamed bottom plate with bearing platform column cap Download PDFInfo
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- CN102117364A CN102117364A CN 201110047556 CN201110047556A CN102117364A CN 102117364 A CN102117364 A CN 102117364A CN 201110047556 CN201110047556 CN 201110047556 CN 201110047556 A CN201110047556 A CN 201110047556A CN 102117364 A CN102117364 A CN 102117364A
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- cap
- base plate
- cushion cap
- bearing platform
- bottom plate
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Abstract
The invention discloses a rib distribution method for a beamed bottom plate with a bearing platform column cap. The method is characterized by comprising the following steps of: (1) acquiring stress distribution information of the beamed bottom plate with the bearing platform column cap according to parameters of a foundation beam, a bearing platform and a supporting column of the beamed bottom plate with the bearing platform column cap; and (2) arranging additional ribs at the junction of the bearing platform with higher stress and the bottom plate according to the stress distribution information acquired in the step (1). By calculation of the stress distribution information of the bearing platform and reasonable arrangement of steel rib in the method, the comprehensive distributed ribs are reduced, and the structure safety is improved at the same time.
Description
Technical field
The invention belongs to band cushion cap cap has beam back-plane design technical field, is specifically related to a kind of arrangement of reinforcement method that the beam base plate is arranged with the cushion cap cap.
Background technology
At present, traditional calculations band cushion cap cap has the method for beam base plate to be based upon on " thin plate theory of elasticity ", it is generally acknowledged that floor only is the Force transmission parts that does not have rigidity outside the plane: on the one hand, the transmission of vertical load is according to " specifying lotus " mode, according to triangle or trapezoidal area evenly load is all passed to brace summer, transmit on post or wall by beam again; On the other hand, beam is the desirable bearing of plate, and beam bends, turns round the rigidity infinity for floor.Yet there is the thickness of plate in the beam base plate generally bigger for band cushion cap cap, so that when the plate-girder ratio of rigidity of floor arrives to a certain degree greatly, under vertical uniform load q, make the interior force parameter of tradition, the arrangement of reinforcement structure of original beam, board member can't use existing theory to calculate the true stressing conditions that obtains base plate.The present invention therefore.
Summary of the invention
The object of the invention is to provide a kind of arrangement of reinforcement method that the beam base plate is arranged with the cushion cap cap, solved and be with the cushion cap cap that the beam base plate is arranged in the prior art owing to there is not the method for moulding to determine that the interior force parameter of superstructure, arrangement of reinforcement structure distribute, and press the irrational problem of traditional design method arrangement of reinforcement.
In order to solve these problems of the prior art, technical scheme provided by the invention is:
A kind of have the arrangement of reinforcement method of beam base plate with the cushion cap cap, it is characterized in that said method comprising the steps of:
(1) there is the parameter of foundation beam, cushion cap and the support column of beam base plate to obtain the stress distribution information that band cushion cap cap has the beam base plate according to band cushion cap cap;
(2) the stress distribution information of the base plate that obtains according to step (1) is arranged additional muscle in cushion cap and base plate junction that stress is bigger.This method can suitably reduce base plate and relevant grade beam arrangement of reinforcement, and strcture safety increases simultaneously.
Preferably, band cushion cap cap has the beam base plate to calculate the stress distribution information that band cushion cap cap has the beam thick reinforced concrete floor that obtains by the mid-module of arch without beam and beam and slab type superstructure in the described method step (1).
Principle of work of the present invention is: band cushion cap cap has the beam base plate under vertical uniform load q, its distortion, loading characteristic are between arch without beam and desirable beam and slab type superstructure, and its cushion cap can be used as cap and participates in stressed jointly, integral finite element analysis is carried out in software Jiang Liang, plate (cushion cap) inputs such as employing PMSAP, is with the cushion cap cap to have the beam thick reinforced concrete floor that following loading characteristic is arranged as can be known:
(1) beam internal force reduces.Along with the increase of plate-girder rigidity contrast, increasing vertical load is delivered to the abutment segment of beam by plate or directly passes on the vertical members such as wall, post, makes beam internal force reduce, and arrangement of reinforcement also reduces.
(2) the plate moment of flexure heavily distributes.The beam slab ratio of rigidity not simultaneously, the internal force extreme value difference of plate not only, the control sectional position of plate is also different fully.Cushion cap can be used as the cap of plate, and plate significantly reduces in the maximum arrangement of reinforcement scope on post limit.
Utilize the mid-module of arch without beam and desirable beam and slab type superstructure to calculate the big position of stress that band cushion cap cap has the beam base plate according to these characteristics, arrange additional muscle in cushion cap and base plate junction that stress is bigger, base plate and relevant grade beam arrangement of reinforcement can suitably be reduced, and strcture safety increases simultaneously.
With respect to scheme of the prior art, advantage of the present invention is:
The inventive method is economic and practical, obtains the big position of stress that band cushion cap cap has the beam base plate by calculating, and arranges additional muscle in cushion cap and base plate junction that stress is bigger, and base plate and relevant grade beam arrangement of reinforcement can suitably be reduced, and strcture safety increases simultaneously.Method of the present invention is summed up by practical project design, the somewhere library item order of getting off for example, base plate adopts beam and slab type, band pull-out resistant pile foundation cushion cap, base plate thick 500, beam section 550x1000 and 550x1200 adopt PMSAP software finite element method to design, and the reduction of grade beam moment of flexure reaches 40%, consider the favourable influence of bearing district cushion cap, it is about 10% that the plate steel content reduces, and reinforcement manner is more reasonable, safer.
Description of drawings
Below in conjunction with drawings and Examples the present invention is further described:
Fig. 1 has the arrangement of reinforcement method principle schematic of beam base plate for embodiment of the invention band cushion cap cap.
Embodiment
Below in conjunction with specific embodiment such scheme is described further.Should be understood that these embodiment are used to the present invention is described and are not limited to limit the scope of the invention.The implementation condition that adopts among the embodiment can be done further adjustment according to the condition of concrete producer, and not marked implementation condition is generally the condition in the normal experiment.
Embodiment
As shown in Figure 1, this band cushion cap cap has the beam base plate to comprise foundation beam 1, frame column 2, cushion cap 3, additional muscle 5 and floor 4, when it is designed, carries out as follows:
(1) there is the parameter of foundation beam, cushion cap and the support column of beam base plate to obtain the stress distribution information that band cushion cap cap has the beam base plate according to band cushion cap cap;
(2) the stress distribution information of the base plate that obtains according to step (1) is arranged additional muscle in cushion cap and base plate junction that stress is bigger, and base plate and relevant grade beam arrangement of reinforcement can suitably be reduced, and strcture safety increases simultaneously.
In library item order work progress is got off in the somewhere, base plate adopts beam and slab type, band pull-out resistant pile foundation cushion cap, base plate is thick 500, beam section 550x1000 and 550x1200, adopt PMSAP software finite element method to design, the reduction of grade beam moment of flexure reaches 40%, considers the favourable influence of bearing district cushion cap, and the plate steel content reduces about 10%, and reinforcement manner is more reasonable, and is safer.
Above-mentioned example only is explanation technical conceive of the present invention and characteristics, and its purpose is to allow the people who is familiar with this technology can understand content of the present invention and enforcement according to this, can not limit protection scope of the present invention with this.All equivalent transformations that spirit is done according to the present invention or modification all should be encompassed within protection scope of the present invention.
Claims (2)
1. one kind has the arrangement of reinforcement method of beam base plate with the cushion cap cap, it is characterized in that said method comprising the steps of:
(1) there is the parameter of foundation beam, cushion cap and the support column of beam base plate to obtain the stress distribution information that band cushion cap cap has the beam base plate according to band cushion cap cap;
(2) the stress distribution information of the base plate that obtains according to step (1) is arranged additional muscle in cushion cap and base plate junction that stress is bigger.
2. arrangement of reinforcement method according to claim 1 is characterized in that band cushion cap cap has the beam base plate to calculate the stress distribution information that band cushion cap cap has the beam base plate that obtains by the mid-module of arch without beam and beam and slab type superstructure in the described method step (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110047556 CN102117364A (en) | 2011-02-28 | 2011-02-28 | Rib distribution method for beamed bottom plate with bearing platform column cap |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110047556 CN102117364A (en) | 2011-02-28 | 2011-02-28 | Rib distribution method for beamed bottom plate with bearing platform column cap |
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| Publication Number | Publication Date |
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| CN102117364A true CN102117364A (en) | 2011-07-06 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201110047556 Pending CN102117364A (en) | 2011-02-28 | 2011-02-28 | Rib distribution method for beamed bottom plate with bearing platform column cap |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105649250A (en) * | 2016-03-17 | 2016-06-08 | 江苏浩森建筑设计有限公司 | Structure system between beam slab system and flat slab system and construction method of structure system |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101054855A (en) * | 2007-05-11 | 2007-10-17 | 李今保 | Strain computer-controlled beam support and change method |
-
2011
- 2011-02-28 CN CN 201110047556 patent/CN102117364A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101054855A (en) * | 2007-05-11 | 2007-10-17 | 李今保 | Strain computer-controlled beam support and change method |
Non-Patent Citations (2)
| Title |
|---|
| 《浙江大学学报（工学版）》 20101031 苏锋等 钢管混凝土梁柱节点受力性能有限元分析 第3.1节，图6,9-12 1-2 第44卷, 第10期 * |
| 《铁道标准设计》 20101130 娄宇欣 客运专线桥梁承台板配筋设计的探讨 56-59 1-2 , 第11期 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105649250A (en) * | 2016-03-17 | 2016-06-08 | 江苏浩森建筑设计有限公司 | Structure system between beam slab system and flat slab system and construction method of structure system |
| CN105649250B (en) * | 2016-03-17 | 2018-01-19 | 江苏浩森建筑设计有限公司 | The construction method of structural system between beam slab system and flat slab system |
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Effective date of registration: 20120719 Address after: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Applicant after: Suzhou Institute of Architectural Design Co., Ltd. Address before: 215021 Suzhou Industrial Park, Jiangsu Xinghai street, No. 9 Applicant before: Suzhou Institute of Architectural Design Co., Ltd. |
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Application publication date: 20110706 |