CN101858123A - Prestressed concrete rigid frame cable beam - Google Patents
Prestressed concrete rigid frame cable beam Download PDFInfo
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- CN101858123A CN101858123A CN201010187230A CN201010187230A CN101858123A CN 101858123 A CN101858123 A CN 101858123A CN 201010187230 A CN201010187230 A CN 201010187230A CN 201010187230 A CN201010187230 A CN 201010187230A CN 101858123 A CN101858123 A CN 101858123A
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- rigid frame
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- underbeam
- cable beam
- frame cable
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Abstract
The invention discloses a prestressed concrete rigid frame cable beam, which relates to a rigid frame cable beam and solves the problems that the conventional reinforced concrete beam is not favorable for seismic resistance, consumes more materials, forms large-volume concrete construction, is not easy to guarantee the quality and the like due to over-high dead weight (up to 65 percent of the total weight of floor boards) of a beam body. A cable beam is bent and folded, an upper beam and a lower beam are arranged in parallel, a plurality of upright posts are arranged in parallel between the upper beam and the lower beam, the cable beam is arranged between the upper beam and the lower beam and is tangent with the lower beam, the cable beam is a prestressed member, and a prestressed steel bar bundle is arranged in the cable beam; the upper beam, the lower beam, the cable beam and the plurality of upright posts are rigidly connected together to form the rigid frame cable beam; and a plurality of holes with unequal sizes are formed between the upper beam and the lower beam. Compared with a solid beam under the same condition, the rigid frame cable beam of the invention has the advantages that: the dead weight of the beam body can be lightened by 40 to 50 percent; and air-conditioning equipment pipelines and the like can pass through the holes with unequal sizes between the upper beam and the lower beam, so the floor height is not occupied.
Description
Technical field
The present invention relates to a kind of rigid frame cable beam that is used for the flooring load-bearing, be specifically related to a kind of prestressed concrete rigid frame cable beam.
Background technology
Often need arrange girder span 12 meters to 45 meters floor space in modern architecture, the scheme that adopts is at present: the steel concrete crossbeam supports as floor plates.And reinforced concrete beam adopts the entity prestressed girder more, and deck-molding is 0.7～3.0 meter, and deck-siding is 0.35～0.9 meter.The problem that adopts such scheme to occur is: the deadweight of beam body is excessive, and accounting for floor beam slab gross weight can expend too many material up to 65%.Big when span, when the depth of beam size is big, form mass concrete construction, quality is difficult for guaranteeing that difficulty of construction is big that it is many that template supports consumption.The supporting capacity major part is consumed in the deadweight of beam body, because of quality big (inertia force is big) is unfavorable for antidetonation.The equipment air conditioning piping can only pass through under beam, need take 0.5～1.2 meter of floor floor height in addition, causes indoor energy consumption to increase.
Summary of the invention
The purpose of this invention is to provide a kind of prestressed concrete rigid frame cable beam, exist because of beam body deadweight excessive (account for floor beam slab gross weight can up to 65%) and be unfavorable for that antidetonation, consumptive material are many, form problems such as mass concrete construction, the difficult assurance of quality to solve existing reinforced concrete beam.
The present invention solves the problems of the technologies described above the technical scheme of taking to be: prestressed concrete rigid frame cable beam upper beam of the present invention, underbeam and a plurality of column, described rigid frame cable beam also comprises Suo Liang, it is linear that the profile of Suo Liang is bent rope folding, upper beam and underbeam be arranged in parallel, a plurality of columns are set in parallel between upper beam and the underbeam, Suo Liang be arranged on put the beams in place and underbeam between and tangent with underbeam, Suo Liang is a prestressed member, is provided with prestressing tendon in the Suo Liang; Upper beam, underbeam, Suo Liang and a plurality of column are rigidly connected and form described rigid frame cable beam, are formed with a plurality of holes that differ in size between upper beam and underbeam.
The invention has the beneficial effects as follows:
Rigid frame cable beam of the present invention with compare with condition entity beam: beam body deadweight can alleviate 40～50%, is converted to beam slab flooring amount of concrete and reduces 33%.The plain bars amount reduces 20～30%, if pass through the air-conditioning equipment pipeline, can reduce by 0.3～1.0 meter of floor height.The drag performance is better than the entity beam, and deflection deformation reduces 10～20%, and floor place seismic force effects reduces nearly 1/3rd.Construction wooden form consumption is compared with the entity beam, and it is nearly 12% to reduce the template area, and because of member section is little, if template thickness is attenuate 30%, and then the mould material volume can be saved and reach 35%.Suo Liang of the present invention is by steel reinforced concrete small size section structural member reasonable combination, distributes to form open web type, and only applies prestressing force in rope beam 3.Accomplish safety economy, rationally be suitable for.If can effectively solve the technical problem of mentioning in the background technology after implementing.Equipment air conditioning pipings etc. can be formed with between upper beam 1, underbeam 2 and pass through in a plurality of holes that differ in size, and do not take the floor floor height in addition.The present invention will be applied to the required flooring spandrel girder of construction work, substitute original entity beam.
Description of drawings
Fig. 1 is a main TV structure schematic diagram of the present invention, and Fig. 2 is the vertical view of Fig. 1, and Fig. 3 is the enlarged drawing of the end adjacent beams end node of Fig. 1, and Fig. 4 is the enlarged drawing of the other end adjacent beams end node of Fig. 1.
The specific embodiment
The specific embodiment one: shown in Fig. 1-4, the described prestressed concrete rigid frame cable beam of present embodiment comprises upper beam 1, underbeam 2 and a plurality of column 4, described rigid frame cable beam also comprises Suo Liang 3, the profile of Suo Liang 3 be bent rope folding linear (described bent rope folding is linear be meant bent rope each be segmented into straight line, promptly the appearance profile that is connected into by a plurality of straight lines is the arcuation curve; Each segmentation is meant that the one section Suo Liang 3 between every adjacent two columns 4 is straight line), upper beam 1 and underbeam 2 be arranged in parallel, a plurality of columns 4 are set in parallel between upper beam 1 and the underbeam 2, Suo Liang 3 be arranged on put the beams in place 1 and underbeam 2 between and tangent with underbeam 2, Suo Liang 3 is a prestressed member, is provided with prestressing tendon 3-1 in the Suo Liang 3; Upper beam 1, underbeam 2, Suo Liang 3 and a plurality of column 4 are rigidly connected and form described rigid frame cable beam, are formed with a plurality of holes that differ in size 9 between upper beam 1 and underbeam 2.Suo Liang 3 is a broken line curved bar member, configuration prestressing tendon (being prestressing force steel reinforced concrete member) in it; Other all members then dispose plain bars (for common steel reinforced concrete member).
The specific embodiment two: shown in Fig. 1-2, the described rigid frame cable beam of present embodiment also comprises the first frame post 5 and the adjacent brace folding beam 7 of striding, the side of Suo Liang 3 is connected with a side of the first frame post 5, and adjacent brace folding beam 7 one ends of striding are connected with the first frame post, 5 opposite flanks.The adjacent other end of striding brace folding beam 7 is connected with adjacent common beam 12
The outer reason mode of the described adjacent beams end node of present embodiment is applicable under the situation of building overlength.Other composition and annexation are identical with the specific embodiment one.
The adjacent brace folding beam 7 of striding is obliquely installed on adjacent common beam 12 and the first frame post 5, forms knuckle space 10, carries out the steel Shu Zhangla to Suo Liang 3 in knuckle space 10, shutoff floor (seeing shutoff 11) again after construction finishes, and the while is stayed seam along plate end other direction.When this seam can be used as the distortion of structural entity overlength " elastic expansion joint a(a is 5～15 ㎜) ", it is flexible that elastic expansion joint a is used for overlength, its alternative " twin columns seam or two wall seam ", the setting that also can save flooring ater-casting and reinforcing band.
The specific embodiment three: shown in Fig. 1-2, the described rigid frame cable beam of present embodiment also comprises the second frame post 8 and adjacent beams 6, be provided with fire cut 6-1 in adjacent beams 6 ends, the opposite side of Suo Liang 3 is connected with a side of the second frame post 8, and the another side of the second frame post 8 is connected with adjacent beams 6 perpendicular end surface that are provided with fire cut 6-1.The adjacent back end relief configuration practice of striding of Suo Liang opposite side is to be convenient steel Shu Zhangla, and the ground tackle bag protects.Fire cut 6-1 is used for tensioning cable.The outer reason mode of the described adjacent beams end node of present embodiment is suitable for the situation that adjacent girder span is not more than 12 meters.Other composition and annexation are identical with the specific embodiment one or two.
Realize the job practices of structure of the present invention:
1. press elevation dimension and support laying underbeam soffit formwork (identical) earlier with the construction of entity beam forms;
2. manufacture cage of reinforcement (attention cuts the reinforcement cover size, accurately positioning and fixing cable wire bundle) by plan;
3. press the cage of reinforcement profile, reserve topping space Packaging formwork, bag mould order: upper beam, Suo Liang, column, underbeam.It is unlimited suitable for reading that each beam is not established backform, for fluid concrete;
4. steel reinforced concrete floor plates bottom supporting template is by roughly the same job practices support laying in the past.(should scaffold floor be set at the underbeam position, be convenient to each construction sequence operation);
5. for avoiding beam column junction constuction joint, the fluid concrete order: first pouring column, pour into a mould underbeam again, Suo Liang, put the beams in place (with large volume entity beam laminated pouring concrete roughly the same);
6. look project installation and require also can to lift prefabricated back, as: reinforcing cage and template moulding one Pin lifting.
The design formulas in prestressed concrete rigid frame cable beam of the present invention cross section is as follows:
One bias voltage stretch bending design formulas:
1) the general formula of bearing capacity
Ns (Vs), Ms, Nr (Vr), Mr: load adds effect internal force, moment in advance.Rn (Rv): bearing capacity; Rs (Rsv): design bearing capacity; Ru (Ruv): ultimate bearing capacity.
: bearing capacity is to the offset distance of another force position (being the arbitrfary point in theory); Mu: ultimate bearing moment.
2) member normal section formula
By formula (1), (2) can write out design formulas:
（4）
In the formula: M=Ms+ (Mr – Mrs); N=Ns+ (Nr – Nrs)
Nr, Mr: the axle power under the prestressing equivalent load effect on each member section, moment of flexure.
Nrs, Mrs: when the pressure zone concrete is compressed, compression prestressed tendon resilience relaxation force, moment (static(al) effect value is less, if omit carrying favourable).
(5—3)
Substitution formula (4) makes a checking calculation in (5).
3) moment of flexure, moment is unified formula
When being used for the pure bending state, moment M has been to separate (the bounded function limit is non-vanishing) surely, thinks and works as N
The 0(infinitesimal),
(infinity) then has:
Owing to hypothesis N=O(infinitesimal) can omit, get moment of flexure and moment superposition, then formula (4) left end item is write as:
Annotate: the e value is pressed the concrete specification value in addition during application.
4) under the bias voltage stretch bending component serviceability limit state, reinforcement stresses incremental computations formula in the crack width design formulas.
The prestressed reinforcement prestressed reinforcement strength stress of some place concrete normal stress when equalling zero of making a concerted effort
, become the initial stress of tensile reinforcement strength stress increment.Relational expression is arranged:
（6）
By formula (6),, write out formula (6-2) (6-1) through conversion.
In the formula: MKs=MK+ (Mr – Mrs); NKs=NK+ (Nr – Nrs)
In various not the reference character implication see Code for design of concrete structures, more than respectively act on the same internal force analysis of internal force sign.
Two
The axle center is pressed and is drawn design formulas
1) the prestressing force active force is in the same way: as: structural cycle dynamic response during earthquake, temperature internal force, this situation can appear in the pile for prestressed pipe compression load in the ground.
Formula:
N=Ns+(Nr–Nrs)
The load axial pressure causes the concrete compression, the prestressing tendon resilience, and effectively precompression reduces.(7-1) formula substitution formula (7) during checking computations, notice: when active force in the formula was cut, corresponding bearing capacity was also cancelled thereupon.
2) prestressing force active force reverse (this is artificial prestressed original idea).
Formula:
3) axle draws under the member serviceability limit state, and reinforcement stresses incremental computations formula is in the crack width design formulas:
4) by formula (6-2), the increment size decidable degree of prestressing of (9), as: when
, can think that this position is in the full prestressing state.
5) in the concrete component load-bearing crack stage, prestressed reinforcement design load and effective prestress difference (being called for short " intensity difference ") are answered synchronous coordination with plain bars Intensity Design value, otherwise will be relatively dangerous.And proof stress stretch-draw value is determining intensity difference, counts the stress total losses, and the quantitative analysis proof stress has following formula:
The proof stress of being found the solution by formula (11) is the calculating proof stress.
Annotate: formula (4) to formula (11) formula is different from the steel reinforced concrete modular formula.
6) rope arch shape equation in coordinates is decided on the load distribution, to each node concentrated force of evenly distributed load, desirable quadratic curve equation.Parabola line style commonly used, example:
Claims (3)
1. prestressed concrete rigid frame cable beam, described rigid frame cable beam comprises upper beam (1), underbeam (2) and a plurality of column (4), it is characterized in that, described rigid frame cable beam also comprises Suo Liang (3), the profile of Suo Liang (3) is that bent rope folding is linear, upper beam (1) and underbeam (2) be arranged in parallel, a plurality of columns (4) are set in parallel between upper beam (1) and the underbeam (2), Suo Liang (3) is arranged between upper beam (1) and the underbeam (2) and is tangent with underbeam (2), Suo Liang (3) is a prestressed member, is provided with prestressing tendon (3-1) in the Suo Liang (3); Upper beam (1), underbeam (2), Suo Liang (3) and a plurality of column (4) are rigidly connected and form described rigid frame cable beam, are formed with a plurality of holes that differ in size (9) between upper beam (1) and underbeam (2).
2. prestressed concrete rigid frame cable beam according to claim 1, it is characterized in that: described rigid frame cable beam also comprises the first frame post (5) and the adjacent brace folding beam (7) of striding, one side of the side of Suo Liang (3) and the first frame post (5) is rigidly connected, and adjacently strides brace folding beam (7) one ends and first frame post (5) opposite flank is rigidly connected.
3. prestressed concrete rigid frame cable beam according to claim 1 and 2, it is characterized in that: described rigid frame cable beam also comprises the second frame post (8) and adjacent beams (6), be provided with fire cut (6-1) in adjacent beams (6) end, one side of the opposite side of Suo Liang (3) and the second frame post (8) is rigidly connected, and the another side of the second frame post (8) is rigidly connected with adjacent beams (6) perpendicular end surface that is provided with fire cut (6-1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101872305A CN101858123B (en) | 2010-05-31 | 2010-05-31 | Prestressed concrete rigid frame cable beam elastic connecting to adjacent common beam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101872305A CN101858123B (en) | 2010-05-31 | 2010-05-31 | Prestressed concrete rigid frame cable beam elastic connecting to adjacent common beam |
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| CN101858123A true CN101858123A (en) | 2010-10-13 |
| CN101858123B CN101858123B (en) | 2011-12-28 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2010101872305A Expired - Fee Related CN101858123B (en) | 2010-05-31 | 2010-05-31 | Prestressed concrete rigid frame cable beam elastic connecting to adjacent common beam |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109868936A (en) * | 2017-12-05 | 2019-06-11 | 上海同吉建筑工程设计有限公司 | The prestressed concrete superposed beam and its design of post-tensioning slow cohesion, construction method |
| CN116220199A (en) * | 2023-03-17 | 2023-06-06 | 江苏科技大学 | Prestressed hollow beam column connecting structure and construction method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1088136C (en) * | 1997-05-30 | 2002-07-24 | 交通部第二公路勘察设计院 | Concrete box beam vertically locked by prestressed flat bolt and its production methed |
| CN1408042A (en) * | 1999-10-08 | 2003-04-02 | 英特康斯泰克株式会社 | Method for designing and fabricating multi-step tension prestressed girder |
| CN1644796A (en) * | 2005-01-13 | 2005-07-27 | 上海市政工程设计研究院 | Production of concrete beam |
| JP2005212435A (en) * | 2004-02-02 | 2005-08-11 | Shimizu Corp | Manufacturing process of prestressed-precast concrete beam, and joining method of the beam and pole |
-
2010
- 2010-05-31 CN CN2010101872305A patent/CN101858123B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1088136C (en) * | 1997-05-30 | 2002-07-24 | 交通部第二公路勘察设计院 | Concrete box beam vertically locked by prestressed flat bolt and its production methed |
| CN1408042A (en) * | 1999-10-08 | 2003-04-02 | 英特康斯泰克株式会社 | Method for designing and fabricating multi-step tension prestressed girder |
| JP2005212435A (en) * | 2004-02-02 | 2005-08-11 | Shimizu Corp | Manufacturing process of prestressed-precast concrete beam, and joining method of the beam and pole |
| CN1644796A (en) * | 2005-01-13 | 2005-07-27 | 上海市政工程设计研究院 | Production of concrete beam |
Non-Patent Citations (1)
| Title |
|---|
| 《建筑结构》 20090225 白福波 预应力混凝土刚架索梁 43-44、89页 1-3 第39卷, 第02期 2 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109868936A (en) * | 2017-12-05 | 2019-06-11 | 上海同吉建筑工程设计有限公司 | The prestressed concrete superposed beam and its design of post-tensioning slow cohesion, construction method |
| CN109868936B (en) * | 2017-12-05 | 2021-11-05 | 上海同吉建筑工程设计有限公司 | Post-tensioning slowly-bonded prestressed concrete composite beam and design and construction method thereof |
| CN116220199A (en) * | 2023-03-17 | 2023-06-06 | 江苏科技大学 | Prestressed hollow beam column connecting structure and construction method thereof |
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| CN101858123B (en) | 2011-12-28 |
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Assignee: BUILDING DESIGN Research Institute HARBIN INSTITUTE OF TECHNOLOGY Assignor: Bai Fubo Contract record no.: 2012990000443 Denomination of invention: Prestressed concrete rigid frame cable beam elastic connecting to adjacent common beam Granted publication date: 20111228 License type: Exclusive License Open date: 20101013 Record date: 20120626 |
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