CN210238764U - Prestressed diagonal member reinforced concrete frame transfer floor - Google Patents
Prestressed diagonal member reinforced concrete frame transfer floor Download PDFInfo
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- CN210238764U CN210238764U CN201920853496.5U CN201920853496U CN210238764U CN 210238764 U CN210238764 U CN 210238764U CN 201920853496 U CN201920853496 U CN 201920853496U CN 210238764 U CN210238764 U CN 210238764U
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 31
- 238000006243 chemical reaction Methods 0.000 claims abstract description 84
- 229910000831 Steel Inorganic materials 0.000 claims description 42
- 239000010959 steel Substances 0.000 claims description 42
- 239000004567 concrete Substances 0.000 claims description 18
- 230000000694 effects Effects 0.000 abstract description 5
- 230000006835 compression Effects 0.000 description 11
- 238000007906 compression Methods 0.000 description 11
- 238000010276 construction Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 210000002435 tendon Anatomy 0.000 description 4
- 238000003825 pressing Methods 0.000 description 3
- 230000004308 accommodation Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 239000011513 prestressed concrete Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 239000004566 building material Substances 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000012938 design process Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000000737 periodic effect Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000002441 reversible effect Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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Abstract
A prestressed diagonal member reinforced concrete frame conversion layer relates to a frame conversion layer. The utility model provides a current conversion layer exist and be unfavorable for structure antidetonation and the great earthquake force effect of barocline post attraction, the problem that the room service function is influenced greatly to the conversion component size. The lower frame roof beam level sets up the bottom at the conversion layer, the upper frame roof beam level sets up the top at the conversion layer, the floor web member from top to bottom is horizontal arranging between upper frame roof beam and lower frame roof beam in proper order, the foundation post sets up the both sides at the conversion layer, by the conversion post setting between the foundation post, the slope of prestressing force diagonal draw bar sets up on the diagonal angle node of conversion layer side span frame, each of prestressing force diagonal draw bar is served and is provided with an anchor end connecting portion, the lower extreme anchor of prestressing force diagonal draw bar is in the node of lower frame roof beam and by the conversion post, the upper end anchor of prestressing force diagonal draw bar is in the node of one in upper frame roof beam and the foundation post. The utility model is used for indoor big space frame structure conversion.
Description
Technical Field
The utility model relates to a reinforced concrete frame conversion layer, concretely relates to oblique pull rod reinforced concrete frame conversion layer of prestressing force belongs to the civil engineering field.
Background
The upper part and the lower part of a certain floor of the building are different in using function due to the plane, the upper part and the lower part of the floor adopt different structural types, and structural conversion is carried out through the floor, so the floor is called a structural conversion layer. At present, most of high-rise buildings are low-rise commercial buildings, the multifunctional requirements of accommodation on the upper portion are met, and conversion processing is often needed to be carried out between a large space required by the low-rise commercial buildings and a multi-wall multi-column small space required by the accommodation on the upper portion in a certain structural form, namely, a conversion layer is additionally arranged. Common structural forms of conversion decks include beam, open web truss, diagonal truss, box and plate. In addition, in the house design, if the upper and lower layers have different plane functions, the floor slab, the wall body and the like are also structurally strengthened and are subjected to conversion treatment.
At present, the conversion of an indoor large-space frame structure can be realized generally by truss conversion or inclined column conversion under pressure, and the lateral structural rigidity of a conversion part is ultra strong due to the large section size of the inclined column, so that the upper and lower lateral rigidity of the conversion layer is suddenly changed to form a structural weak part, which is not beneficial to structural earthquake resistance; the inclined compression column also attracts larger earthquake force action and influences the use function of the room.
In conclusion, the existing conversion layer is not beneficial to structural seismic resistance, and the inclined pressure columns attract larger seismic force action, so that the using function of a room is influenced.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a solve current conversion layer and exist and be unfavorable for structure antidetonation and the great earthquake force effect of barocline post attraction, the problem that the room service function is greatly influenced to conversion component size, and then provide a prestressing force diagonal draw bar reinforced concrete frame conversion layer.
The utility model discloses a solve the technical scheme that above-mentioned technical problem took and be:
the utility model discloses a prestressing force diagonal draw bar reinforced concrete frame conversion layer includes prestressing force diagonal draw bar 1, underframe roof beam 2, upper frame roof beam 3, by conversion post 4, foundation column 5 and floor web member 6, underframe roof beam 2 level sets up in the bottom of conversion layer, upper frame roof beam 3 level sets up at the top of conversion layer, floor web member 6 from top to bottom in proper order the level arrange between upper frame roof beam 3 and underframe roof beam 2, foundation column 5 sets up in the both sides of conversion layer, by conversion post 4 setting between foundation column 5, prestressing force diagonal draw bar 1 slope set up on the diagonal angle node of conversion layer side span frame, each end of prestressing force diagonal draw bar 1 is provided with an anchor end connecting portion 7, the lower extreme anchor of prestressing force diagonal draw bar 1 connects in the node of lower frame roof beam 2 and by conversion post 4, the upper end anchor of prestressing force diagonal draw bar 1 connects in the node of upper frame roof beam 3 and foundation column 5, the prestressed diagonal draw bar 1 and a lower frame beam 2, an upper frame beam 3, a converted column 4, a foundation column 5 and a floor web beam 6 of the conversion layer form the prestressed diagonal draw bar conversion layer together.
In one embodiment, the prestressed diagonal draw bars 1 are unbonded prestressed reinforced concrete members.
In one embodiment, the prestressed diagonal draw bar 1 comprises a prestressed steel strand bundle, common steel bars, a thin-wall steel sleeve and two anchor end connecting parts 7, the prestressed steel strand bundle penetrates through the thin-wall steel sleeve, the prestressed steel strand bundle is fixed at two ends of the thin-wall steel sleeve, longitudinal bars are uniformly distributed on the outer side walls of the two anchor end connecting parts 7, and concrete with the longitudinal bars externally arranged is arranged.
In one embodiment, the thin-walled steel sleeve is a galvanized thin-walled steel sleeve.
In one embodiment, both the lower frame beam 2 and the prestressed diagonal draw bars 1 are prestressed members.
In one embodiment, the upper frame beam 3, the converted column 4, the foundation column 5 and the floor web 6 are all ordinary reinforced concrete members.
In one embodiment, the span of the frame conversion layer is 2-3 spans, and the single span length of the frame conversion layer is not more than 9 m.
In one embodiment, the included angle between the prestressed diagonal draw bar 1 and the horizontal direction is 45-60 degrees.
Compared with the prior art, the utility model the beneficial effect who produces is:
the prestressed diagonal draw bar of the prestressed diagonal draw bar reinforced concrete frame conversion layer of the utility model is mainly stressed, has small cross-sectional size close to a flexible component, solves the vertical conversion problem of the structural component, has less influence on the lateral rigidity of the structure and can avoid the problem of sudden change of the rigidity of the floor; meanwhile, under the action of the reciprocating inertia force of the earthquake, the anti-seismic anti-lateral-movement device has certain anti-pressure and anti-lateral-movement rigidity, is beneficial to structural earthquake resistance, avoids the phenomenon that the inclined compression column attracts larger earthquake force action, and does not influence the use function of a room;
the lower frame beam of the prestressed diagonal draw bar reinforced concrete frame conversion layer of the utility model is in single span tension, and the prestressed diagonal draw bar can be designed according to the internal force diagram; the prestressed diagonal draw bars are unbonded prestressed reinforced concrete members, galvanized thin-wall steel pipes are embedded in the diagonal draw bars passing through the floor beam and the column, and can bear acting forces such as pulling, pressing, bending and shearing.
Drawings
Fig. 1 is a schematic structural view of a prestressed diagonal member reinforced concrete frame transfer layer of the present invention;
fig. 2 is a diagram of a node at the lower end of a prestressed diagonal member 1 according to a third embodiment of the present invention;
fig. 3 is a diagram of the upper end node of the prestressed diagonal member 1 according to the third embodiment of the present invention;
FIG. 4 is a schematic diagram showing the distribution of the internal force and the pre-compression effect in the same direction in the pre-stress design;
FIG. 5 is a schematic diagram showing the reverse distribution of the pre-stress design internal force and the pre-compression;
FIG. 6 is an exploded view of the prestressed design axial fracture tendon force increment;
in the figure: 1 is a prestressed diagonal draw bar; 2 is a lower frame beam; 3 is an upper frame beam; 4 is a converted column; 5 is a foundation column; 6, a web girder; 7 is an anchor end connecting part; l1、l2Respectively, the span of the adjacent frames at two sides of the converted column.
Detailed Description
The first embodiment is as follows: as shown in fig. 1 to 3, the prestressed diagonal member reinforced concrete frame conversion layer of the present embodiment includes a prestressed diagonal member 1, a lower frame beam 2, an upper frame beam 3, a converted column 4, a foundation column 5 and a floor web 6, wherein the lower frame beam 2 is horizontally disposed at the bottom of the conversion layer, the upper frame beam 3 is horizontally disposed at the top of the conversion layer, the floor web 6 is sequentially and horizontally disposed between the upper frame beam 3 and the lower frame beam 2 from top to bottom, the foundation column 5 is disposed at both sides of the conversion layer, the converted column 4 is disposed between the foundation columns 5, the prestressed diagonal member 1 is obliquely disposed at a diagonal node of a side span frame of the conversion layer, an anchor end connection portion 7 is disposed at each end of the prestressed diagonal member 1, the lower end of the prestressed diagonal member 1 is anchored at a node of the lower frame beam 2 and the converted column 4, the upper end of the prestressed diagonal member 1 is anchored at a node of the upper frame beam 3 and the foundation column 5, the prestressed diagonal draw bar 1 and a lower frame beam 2, an upper frame beam 3, a converted column 4, a foundation column 5 and a floor web beam 6 of the conversion layer form the prestressed diagonal draw bar conversion layer together.
The utility model can be applied to the frame column conversion of a frame structure system and a frame shear wall structure system, the conversion span is within 2-3 spans, and the diagonal draw bars are suitable for large spaces of all parts of floors in conversion distribution;
setting 3-4 floors above a large space of a structural conversion part as a conversion layer, and obliquely arranging a prestressed diagonal draw bar 1 connected with a frame between diagonal nodes of a side-span frame of the conversion layer so as to enable the prestressed diagonal draw bar 1 to be intersected and connected with the frame in the conversion layer into a whole; and applying prestress to the diagonal draw bars according to the structural calculation result in the design process, so that the diagonal draw bars, the upper frame beam, the lower frame beam and the converted frame column in the range of the conversion layer form a triangular prestressed diagonal draw bar conversion layer together.
The prestressed diagonal draw bar 1 is an internal member of a prestressed concrete frame which is obliquely arranged across the layers in a conversion layer, and the artificially applied pre-pressing acting force can be used as a load working condition to be combined with other load working conditions, and the internal force of each section of the structure is obtained by solving through calculation software.
The utility model discloses in the work progress, need be in the utility model discloses a prestressing force diagonal draw bar reinforced concrete frame conversion layer corresponds the position below of conversion post and sets up the interim steel column that supports, and the back that finishes is under construction to the upper portion conversion layer, begins to exert prestressing force to prestressing force diagonal draw bar 1 in turn, and along with the stretch-draw of prestressing tendons, the axle pressure of interim support steel column reduces gradually, and when the axle pressure drops to zero, the conversion system has formed.
The temporary supporting steel column is preferably of a box-shaped section, and the upper end and the lower end of the temporary supporting steel column are connected with the main structure through anchor bolts; at this stage, it is noted that a base is arranged below the temporary support steel column, and the base can bear the load transmitted from the temporary support steel column load plane inner conversion layer.
The second embodiment is as follows: as shown in fig. 1 to 3, the prestressed diagonal draw bar 1 of the present embodiment is an unbonded prestressed reinforced concrete member. By the design, the tensile bearing capacity of the prestressed diagonal draw bar 1 can be guaranteed, cracks of the concrete-encased rod piece can be controlled to develop, and the unbonded prestressed steel strands can be replaced when necessary. Other components and connections are the same as those in the first embodiment.
The third concrete implementation mode: as shown in fig. 1 to 3, the prestressed diagonal draw bar 1 of the present embodiment includes a prestressed steel strand bundle, a common steel bar, a thin-walled steel casing, and two anchor end connection portions 7, the prestressed steel strand bundle is inserted into the thin-walled steel casing, the prestressed steel strand bundle is fixed at both ends of the thin-walled steel casing, longitudinal bars are uniformly distributed on outer side walls of the two anchor end connection portions 7, and the longitudinal bars are externally provided with concrete. By the design, the prestressed diagonal draw bar 1 mainly bears the axial force and also can bear certain bending moment and shearing force. Other components and connection relationships are the same as those in the first or second embodiment.
The fourth concrete implementation mode: as shown in fig. 1 to 3, the thin-walled steel sleeve of the present embodiment is a galvanized thin-walled steel sleeve. By the design, the corrosion resistance is realized, and the service life is prolonged. Other components and connection relationships are the same as those in the third embodiment.
The fifth concrete implementation mode: as shown in fig. 1, the lower frame member 2 and the prestressed diagonal member 1 of the present embodiment are both prestressed members. By the design, the consumption of common steel bars of the concrete rod piece is reduced, the section size is reduced, building materials can be saved, and a better economic effect is achieved; the deflection of the conversion layer can be counteracted by the inverted arch generated by the prestress tension, and the vertical deformation of the conversion layer is favorably reduced. The other components and the connection relations are the same as those of the first, second or fourth embodiment.
The sixth specific implementation mode: as shown in fig. 1, the upper frame beam 3, the converted column 4, the foundation column 5, and the floor web 6 are all ordinary reinforced concrete members in the present embodiment. By the design, most structural members in the conversion layer are common reinforced concrete members, other special construction measures are not needed, the method is economical and reasonable, construction is convenient, and construction cost and construction period can be saved. The other components and the connection relationship are the same as those in the fifth embodiment.
The seventh embodiment: as shown in fig. 1, the span of the frame conversion layer in the present embodiment is 2 to 3 spans, and the single span length of the frame conversion layer is not more than 9 m. By the design, the span of the conversion layer is within the range of 9-27 m, the span is moderate, and the economical efficiency of the design of the conversion layer member can be ensured. Other components and connections are the same as in the first, second, fourth or sixth embodiments.
The specific implementation mode is eight: as shown in fig. 1, the angle between the prestressed diagonal draw bar 1 of the present embodiment and the horizontal direction is 45 ° to 60 °. By the design, the vertical bearing capacity of the prestressed diagonal draw bar can be effectively exerted, and the horizontal component force effect of the prestressed diagonal draw bar on the lower frame can be reduced. Other components and connection relationships are the same as those in the seventh embodiment.
Designing the prestress of a prestressed diagonal draw bar:
designing the cross section of the diagonal draw bar:
the prestressed diagonal draw bar frame structure is formed from prestressed reinforced concrete member and general reinforced concrete member. The prestress applied to the node anchorage device is regarded as acting force of artificial tensioning, is called node internode equivalent load, can be used as a load working condition and other load working conditions to be combined, can be solved by calculation software to obtain internal force of each section of the structure, the prestress diagonal draw bar 1 can obtain internal forces N, M and Q, the preliminary estimation is to configure prestress steel strands according to axial force N, and to configure common steel bars according to M and Q, and the section checking formula is as follows:
acting force in the same direction:
axial tension and compression of prestress: when the load axial internal force is the same as the prepressing axial internal force in direction, such as: the periodic dynamic action of the structure, the internal force of the temperature, the compressive bearing of the prestressed pipe pile in the foundation and the like during the earthquake are shown in figure 4:
when N is presentr＝NpThe formula omits that N does not appearr、NpAnd NrsThen, it can be:
Ns≤fcA0-(σ'p0-f′py)A'p+f′yA′s
the stress of the compressed steel bar is the same as the concrete standard formula:
when N is presentr≤NpIn the formula, N may be omittedp、σ'peA'pThen it can be obtained:
N≤fcA0-(f′py-αEσ'rc)A'p+f′yA′s(1)
σ'pe-f′py+αEσ'rc＝σ'p0-f′py
wherein: sigmar0The prestress steel bar strength stress (initial stress of the tension steel bar strength stress increment) when the concrete normal stress at the prestress steel bar resultant point is equal to zero; sigmarcIs the pre-stress on the concrete section; sigma'rcThe compressive stress is the pre-compressive stress on the concrete section of the compression area;
stress of the prestressed tendons in the compression zone when-Nr＝NpThe standard is the same as that of concrete;
Ns: an axially acting internal force;
Nr: axial force on the section of the component under the action of the prestress equivalent load;
Nrs: when the concrete in the compression area is compressed, the compression prestressed reinforcement bundle resilience relaxation force (the static effect value is small and can be omitted);
the load shaft pressure causes concrete compression, the prestressed reinforcement bundles rebound, the effective pre-pressure is reduced, and the formula (1-1) is substituted into the formula (1) during checking.
Acting force is reversed:
when the direction of the internal force of the load shaft is opposite to that of the internal force of the pre-pressing shaft, the general situation of the pre-stressed component is also when N iss>Nr＝NpThe section will be in a cracked state and the concrete will not participate in the tensile strength at the stage of designing the bearing capacity. See FIG. 5:
when N is presentr＝NpN is not omitted from the formularAnd NpThen, it can be:
Ns≤fpyAP+fyAs
the concrete standard formula is the same.
When N is presentr≤NpOmitting the absence of N in the formulap、σpeApThen, it can be:
Ns-Nr≤(fpy-σpe)AP+fyAs(2)
axial lacing wire increment
0≤σsk≤fpy-σr0(2-1)
σr0-σpe＝αEσrc(2-2)
And (3) adding a term (2-2) to each pre-reinforcement binding force point on two sides of the section of the graph 5, converting the formula (2-1) into a graph 6, wherein the calculation formula of the reinforcement stress increment in the crack width calculation formula is as follows under the normal use limit state of the axial tension member:
Nr0＝Nr+αEσrcAp(3-1)
stress of the prestressed tendons in the compression zone when-Nr＝NpThe concrete specification is the same.
For the formula, please refer to "concrete structure design Specification" and "prestressed concrete structure design Specification" for the parameters not labeled.
Claims (8)
1. The utility model provides a prestressing force diagonal draw bar reinforced concrete frame conversion layer, prestressing force diagonal draw bar reinforced concrete frame conversion layer includes prestressing force diagonal draw bar (1), underframe roof beam (2), upper ledge roof beam (3), is converted post (4), basis post (5) and floor web member (6), its characterized in that: the lower frame beam (2) is horizontally arranged at the bottom of the conversion layer, the upper frame beam (3) is horizontally arranged at the top of the conversion layer, the floor web beams (6) are sequentially and horizontally arranged between the upper frame beam (3) and the lower frame beam (2) from top to bottom, the foundation columns (5) are arranged on two sides of the conversion layer, the converted columns (4) are arranged between the foundation columns (5), the prestressed diagonal draw bars (1) are obliquely arranged on diagonal nodes of a side span frame of the conversion layer, each end of each prestressed diagonal draw bar (1) is provided with an anchor end connecting part (7), the lower ends of the prestressed diagonal draw bars (1) are anchored at the nodes of the lower frame beam (2) and the converted columns (4), the upper ends of the prestressed diagonal draw bars (1) are anchored at the nodes of the upper frame beam (3) and the foundation columns (5), and the prestressed diagonal draw bars (1) are anchored at the nodes of the lower frame beam (2), the upper frame beam (3) and the conversion layer, The converted column (4), the foundation column (5) and the floor web beam (6) jointly form a prestressed diagonal member conversion layer.
2. The prestressed diagonal member reinforced concrete frame transfer layer according to claim 1, wherein: the prestressed diagonal draw bar (1) is an unbonded prestressed reinforced concrete member.
3. The prestressed diagonal member reinforced concrete frame transfer layer according to claim 1 or 2, wherein: the prestressed diagonal draw bar (1) comprises a prestressed steel strand bundle, common steel bars, a thin-wall steel sleeve and two anchor end connecting parts (7), wherein the prestressed steel strand bundle penetrates through the thin-wall steel sleeve, the prestressed steel strand bundle is fixed at two ends of the thin-wall steel sleeve, longitudinal ribs are uniformly distributed on the outer side walls of the two anchor end connecting parts (7), and concrete with the longitudinal ribs arranged outside is arranged.
4. The prestressed diagonal member reinforced concrete frame transfer layer according to claim 3, wherein: the thin-wall steel sleeve is a galvanized thin-wall steel sleeve.
5. The prestressed diagonal draw bar reinforced concrete frame conversion layer of claim 1, 2 or 4, wherein: the lower frame beam (2) and the prestressed diagonal draw bar (1) are both prestressed components.
6. The prestressed diagonal member reinforced concrete frame transfer layer according to claim 5, wherein: the upper frame beam (3), the converted column (4), the foundation column (5) and the floor web beam (6) are all common reinforced concrete members.
7. The prestressed diagonal draw bar reinforced concrete frame conversion layer of claim 1, 2, 4 or 6, wherein: the span of the frame conversion layer is 2-3 spans, and the length of a single span of the frame conversion layer is not more than 9 m.
8. The prestressed diagonal member reinforced concrete frame transfer layer as recited in claim 7, wherein: the included angle between the prestressed diagonal draw bar (1) and the horizontal direction is 45-60 degrees.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110158768A (en) * | 2019-06-06 | 2019-08-23 | 哈尔滨工业大学建筑设计研究院 | Prestressing force brace reinforced concrete frame conversion layer |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110158768A (en) * | 2019-06-06 | 2019-08-23 | 哈尔滨工业大学建筑设计研究院 | Prestressing force brace reinforced concrete frame conversion layer |
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Address after: No. 73 Huanghe Road, Nangang District, Harbin City, Heilongjiang Province, 150000 Patentee after: Harbin Institute of Technology Architectural Design and Research Institute Co.,Ltd. Address before: No. 73 Huanghe Road, Nangang District, Harbin City, Heilongjiang Province, 150000 Patentee before: BUILDING DESIGN Research Institute HARBIN INSTITUTE OF TECHNOLOGY |
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