CN109235898B - Large-span prestress rigid body giant space conversion structure and construction method thereof - Google Patents
Large-span prestress rigid body giant space conversion structure and construction method thereof Download PDFInfo
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Abstract
The invention provides a large-span prestressed rigid body giant space conversion structure and a construction method thereof, wherein the conversion structure comprises two inclined compression columns, a lower chord prestressed tension beam, a middle prestressed tension column, a conversion column, a middle layer common beam, a frame column and a converted frame column, wherein the lower chord prestressed tension beam and the middle prestressed tension column both contain prestressed reinforcements, the two inclined compression columns are arranged, the two inclined compression columns and the lower chord prestressed tension beam enclose an isosceles triangle structure, the top ends of the two inclined compression columns of the isosceles triangle structure are intersected together and fixedly connected with the bottom of the vertically arranged converted frame column, and the bottom ends of the two inclined compression columns of the isosceles triangle structure penetrate through the middle layer common beam and are respectively connected with the corresponding ends of the lower chord prestressed tension beam. The invention solves the problems that the internal force of the conversion beam is too large, the goals of strong structure anti-seismic performance and safety are difficult to realize, the use effect of building space is influenced, and the conversion of the super-large span structure is difficult to realize.
Description
Technical Field
The invention belongs to the field of civil engineering, and particularly relates to a large-span prestress rigid body giant space conversion structure and a construction method thereof.
Background
In the existing multi-story and high-rise building, because of the requirement of the using space of the building, a plurality of layers of extraction columns at the bottom of the building are usually used as support column conversion structures, the support column conversion in the existing multi-story and high-rise structure mainly depends on beam conversion, solid concrete beams are mostly adopted for conversion beams, and the beam height is usually 0.8-2.5 meters.
The problems that occur when using ordinary concrete beams are: (1) the cross section of the concrete beam is large, and the consumption of concrete and reinforcing steel bars is high; (2) when the width and the height of the beam are too large, large-volume concrete is formed, the construction quality is not easy to guarantee, and the construction difficulty is large; (3) the conversion beam bears large vertical load and large horizontal or vertical earthquake action, so that the bending, shearing and twisting stress of the conversion beam is large and the structure is unfavorable; (4) the vertical rigidity and the bearing capacity of the structural conversion layer are suddenly changed, and the vertical lateral force resisting component is discontinuous to generate a stress concentration effect in the earthquake design, so that the earthquake resistance of a structural system is adversely affected; (5) the cross section of the conversion beam is large, and the conversion column forms a short column to influence the structural safety; (6) the huge section size of the conversion beam influences the lower clearance of the building and the using function of the building (7), and the conversion beam is difficult to be applied to large-span conversion.
Disclosure of Invention
In view of the above, the present invention aims to provide a large-span prestressed rigid giant space transformation structure and a construction method thereof, which solve the problems that the internal force of a transformation beam is too large, the target of strong anti-seismic performance and safety of the structure is difficult to realize, the use effect of the building space is affected, and the transformation of the large-span structure is difficult to realize.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
a large-span prestressed rigid body giant space conversion structure comprises an oblique compression column, a lower chord prestressed tensioning beam, a middle prestressed tensioning column, a conversion column, a middle layer common beam, a frame column and a converted frame column, wherein the lower chord prestressed tensioning beam and the middle prestressed tensioning column both contain prestressed reinforcements arranged along the respective length directions, the oblique compression column is provided with two oblique compression columns, the two oblique compression columns and the lower chord prestressed tensioning beam enclose an isosceles triangle structure, the top ends of the two oblique compression columns of the isosceles triangle structure are intersected together and rigidly connected with the bottom of the vertically arranged converted frame column, the bottom ends of the two oblique compression columns of the isosceles triangle structure penetrate through the middle layer common beam and are rigidly connected with the corresponding end of the lower chord prestressed tensioning beam, and the top end of the middle prestressed tensioning column is rigidly connected with the intersection of the two oblique compression columns, the bottom end of the middle-layer common beam penetrates through the middle-layer common beam to be rigidly connected with the middle part of the lower-chord pre-stressed tension beam, the middle-layer common beam and the lower-chord pre-stressed tension beam are arranged in parallel, two conversion columns are arranged, are vertically fixed on the lower part of the lower-chord pre-stressed tension beam and are arranged at two ends of the lower-chord pre-stressed tension beam, a frame column is fixed at the position, corresponding to the connecting position of the upper part of the lower-chord pre-stressed tension beam and the two conversion columns, and penetrates through the middle-layer common beam, and the two frame columns and the converted frame column are arranged in parallel;
a plurality of common beams parallel to the common beam in the middle layer are uniformly arranged in the upper space and the lower space of the common beam in the middle layer, and the common beams are also arranged at the two ends of the lower chord prestress tension beam;
and a plurality of common columns parallel to the frame columns are uniformly arranged in the left space and the right space of the two frame columns, and all the common columns penetrate through the common beams at the corresponding layers.
Furthermore, the lower chord prestress tension beam contains two bundles of prestress steel bars, the two bundles of prestress steel bars are arranged in the middle of the lower chord prestress tension beam, and each bundle of prestress steel bars adopts a two-end tension mode.
Furthermore, the middle prestressed tension column contains two prestressed steel bars, the anchoring end of each prestressed steel bar is positioned at the bottom end of the middle prestressed tension column and at the bottom of the lower chord prestressed tension beam, and the tensioning end of each prestressed steel bar is arranged at the top end of the middle prestressed tension column.
Furthermore, post-cast strips are reserved around the lower chord prestress tension beam during forming.
Furthermore, the lower chord prestress tension beam is positioned at the top of two layers, and the bottom end of the converted frame column is positioned at the bottom of five layers.
Furthermore, the lower chord prestress tension beam is formed by casting through a template.
A construction method of a large-span prestressed rigid body giant space conversion structure comprises the following steps:
the first step is as follows: building a scaffold and a template below the lower chord pre-stressed tension beam, arranging common steel bars and pre-stressed steel bars of the lower chord pre-stressed tension beam and the middle pre-stressed tension column, and presetting a pre-stressed anchoring section anchorage of the middle pre-stressed tension column on the lower chord pre-stressed tension beam;
the second step is that: pouring concrete and ensuring that a lower scaffold is stable, wherein a template of the lower chord prestress tension beam is not detached, and post-cast strips are reserved in the floor slabs around the lower chord prestress tension beam;
the third step: pouring two upper oblique compression columns, a middle prestressed tension column, a middle common beam and a frame column, wherein an anchorage device of a prestressed anchorage section of the middle prestressed tension column is anchored in the lower chord prestressed tension beam;
the fourth step: when the structures reach 100% strength, the prestressed steel bars in the lower chord prestressed tensioning beam are tensioned in stages;
the fifth step: constructing concrete members on the layer where the converted frame column is located and the upper layer;
and a sixth step: tensioning the prestressed steel bars in the middle prestressed tension column, and pouring a post-cast strip around the lower chord prestressed tension beam after shrinkage and creep are finished;
the seventh step: and after the main body structure is closed and the concrete strength of the lower chord prestress tension beam reaches 100% of the design strength, symmetrically removing the support scaffold and the related template at the lower part of the lower chord prestress tension beam.
Compared with the prior art, the large-span prestressed rigid body giant space conversion structure has the following advantages:
the invention relates to a large-span prestressed rigid body giant space transformation structure,
(1) solves the problem of vertical deformation of the lower chord tension beam
The force transmission path of the invention reduces the span of the lower chord prestress tension beam by a half through the middle prestress tension column, greatly reduces the internal deformation of the component and ensures the requirement of infinite rigidity of the whole in the structural calculation.
(2) Optimizes the cross-sectional dimension of the system component
Compared with the common herringbone bracing conversion, the middle prestressed tension column is arranged in the middle of the position of the conversion beam, the vertical displacement of the lower chord prestressed tension beam and the middle layer common beam is completely balanced, the calculated span of the lower chord prestressed tension beam is greatly degraded, the lower chord prestressed tension beam is used as a multi-span bending component, the vertical rigidity of the lower chord prestressed tension beam can be increased, the section size of the lower chord prestressed tension beam can be reduced, the lower chord prestressed tension beam can be made into a wide flat beam, the system can be completely optimized, the using amount of common reinforcing steel bars is reduced by 20-30%, the concrete beam is reduced by 20-30%, the net height under the beam can be increased by 0.7-1.5 m, and the system has obvious economy.
(3) Fully utilizes the material characteristics to realize the possibility of large-span conversion
Compared with the common herringbone bracing, the conversion span of more than 12m is uneconomical, the large size affects the use space and the attractiveness of the building, but the span of the lower space of the conversion beam can be increased to 18m or even 24m, the span of the lower space of the conversion beam is increased, and the requirement of the use function of the lower building can be better met.
(4) Reasonably solves the adverse effect of the secondary internal force of the lower chord prestress tension beam due to the existence of prestress
The prestressed components adopted by the invention are all axial tension components, and post-cast strips are adopted around the tension beam, so that the adverse effect of the secondary internal force of the prestressed beam on a structural system is completely solved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate an embodiment of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a schematic structural diagram of a large-span prestressed rigid body giant space transformation structure according to an embodiment of the present invention;
FIG. 2 is a schematic construction diagram of a large-span prestressed rigid giant space transformation structure according to an embodiment of the present invention;
FIG. 3 is a schematic view of a large span prestressed rigid giant space transformation structure.
Description of reference numerals:
1-oblique compression column, 2-lower chord prestress tension beam, 3-middle prestress tension column, 4-conversion column, 5-middle layer common beam, 6-frame column, 7-converted frame column, 8-common beam and 9-common column.
Detailed Description
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1-2, a large-span prestressed rigid body giant space transformation structure comprises an oblique compression column 1, a lower chord prestressed tension beam 2, a middle prestressed tension column 3, a transformation column 4, a middle layer common beam 5, a frame column 6 and a transformed frame column 7, wherein the lower chord prestressed tension beam 2 and the middle prestressed tension column 3 both contain prestressed reinforcements arranged along the respective length directions, the two oblique compression columns 1 are arranged, the two oblique compression columns 1 and the lower chord prestressed tension beam 2 enclose an isosceles triangle structure, the top ends of the two oblique compression columns 1 of the isosceles triangle structure are intersected together and rigidly connected with the bottom of the vertically arranged transformed frame column 7, the bottom ends of the two oblique compression columns 1 of the isosceles triangle structure both penetrate through the middle layer common beam 5 and are rigidly connected with the corresponding ends of the lower chord prestressed tension beam 2, the top end of the middle prestressed tension column 3 is rigidly connected with the intersection of the two inclined compression columns 1, the bottom end of the middle prestressed tension column passes through a middle layer common beam 5 and is rigidly connected with the middle part of the lower chord prestressed tension beam 2, the middle layer common beam 5 and the lower chord prestressed tension beam 2 are arranged in parallel, two conversion columns 4 are arranged, are vertically fixed at the lower part of the lower chord prestressed tension beam 2 and are arranged at the two ends of the lower chord prestressed tension beam 2, a frame column 6 is fixed at the position corresponding to the connecting position of the upper part of the lower chord prestressed tension beam 2 and the two conversion columns 4, the two frame columns 6 pass through the middle layer common beam 5, and the two frame columns 6 are arranged in parallel with a converted frame column 7;
a plurality of common beams 8 parallel to the common beam 5 in the middle layer are uniformly arranged in the upper space and the lower space of the common beam 5 in the middle layer, and the common beams 8 are also arranged at the two ends of the lower chord prestress tension beam 2;
a plurality of common columns 9 parallel to the frame columns 6 are uniformly arranged in the left side space and the right side space of the two frame columns 6, and all the common columns 9 are arranged by penetrating through the common beams 8 at the corresponding layers.
The lower chord prestress tension beam 2 contains two bundles of prestress steel bars, the two bundles of prestress steel bars are arranged in the middle of the lower chord prestress tension beam 2, and each bundle of prestress steel bar adopts a two-end tension mode, so that the horizontal force balance of the lower chord prestress tension beam 2 is ensured.
The middle prestressed tension column 3 contains two prestressed steel bars, the anchoring end of each prestressed steel bar is positioned at the bottom end of the middle prestressed tension column 3 and at the bottom end of the lower chord prestressed tension beam 2, and the tensioning end of each prestressed steel bar is arranged at the top end of the middle prestressed tension column 3, so that the calculation span of the lower chord prestressed tension beam 2 can be reduced.
And a post-cast strip is reserved around the lower chord prestress tension beam 2 during forming.
The lower chord prestress tension beam 2 is formed by casting through a template.
The construction method of the large-span prestressed rigid rectangular space conversion structure is described by taking the case that the lower chord prestressed tension beam 2 is positioned at the top of two layers and the bottom end of the converted frame column 7 is positioned at the bottom of five layers as an example, and the concrete steps are as follows:
the first step is as follows: the method comprises the following steps of (1) building a scaffold and a template below a lower chord prestress tension beam 2, arranging common steel bars and prestressed steel bars of the lower chord prestress tension beam 2 and an intermediate prestress tension column 3, and presetting a prestress anchoring section anchorage of the intermediate prestress tension column 3 on the lower chord prestress tension beam 2;
the second step is that: pouring concrete and ensuring that a lower scaffold is stable, wherein a template of the lower chord prestress tension beam 2 is not detached, and post-cast strips are reserved in the floor slabs around the lower chord prestress tension beam 2;
the third step: pouring two upper oblique compression columns 1, a middle prestressed tension column 3, a middle common beam 5 and a frame column 6, wherein an anchorage of a prestressed anchorage section of the middle prestressed tension column 3 is anchored in the lower chord prestressed tension beam 2;
the fourth step: when the structures reach the strength of 100%, the prestressed steel bars in the lower chord prestressed tensioning beam 2 are tensioned in stages;
the fifth step: constructing concrete members on the layer where the converted frame column 7 is located and on the upper layer;
and a sixth step: tensioning the prestressed steel bars in the middle prestressed tension column 3, and pouring a post-cast strip around the lower chord prestressed tension beam 2 after shrinkage and creep are finished;
the seventh step: and after the main body structure is closed and the concrete strength of the lower chord prestress tension beam 2 reaches 100% of the design strength, symmetrically removing the support scaffold and the related template at the lower part of the lower chord prestress tension beam 2.
The space conversion structure has the following stress mechanism and force transmission path: the space conversion structure transmits force to the oblique compression columns 1 on the two sides from the converted frame column 7, the oblique compression columns 1 transmit vertical components of oblique pressure to the lower conversion column 4, horizontal components of the pressure of the oblique compression columns 1 are transmitted to the lower chord pre-stress tension beam 2, the whole conversion structure system belongs to a symmetrical structure, so that the horizontal components of the oblique compression columns 1 on the two sides are equal in force and opposite in direction and are finally balanced through the lower chord pre-stress tension beam 2, and pre-stress steel bars are additionally arranged inside the lower chord pre-stress tension beam 2 to ensure balance of the horizontal force.
The middle prestressed tension column 3 has no pressure in the middle prestressed tension column 3 itself because of the system characteristics, and only has vertical tension, and because the floor where the horizontal beam 2 and the middle layer common beam 5 are located has vertical displacement, the displacement is balanced by the middle prestressed tension column 3 provided with prestressed tendons, the calculation span of the lower chord prestressed tension beam 2 is reduced, and the vertical rigidity of the lower chord prestressed tension beam 2 is further improved.
The invention enables the conversion structure to be a cross-layer frame whole body to convert the upper converted frame column 7, thereby improving the redundancy and the safety of the structure and improving the force transmission performance.
The following is a method for estimating the prestressed reinforcements of the lower chord prestressed tension beam 2 and the prestressed reinforcements of the intermediate prestressed tension column 3, as shown in fig. 3.
Assuming that the tensile forces borne by the middle prestressed tension column 3 and the lower chord prestressed tension beam 2 are borne by prestressed steel bars, and common steel bars are used as safety reserves. The influence is neglected because the action of bending moment is smaller than the influence of axial force, and only the action of axial force is considered.
Mainly consider 2 operating modes: the static behavior (1.2D +1.4L) and the basic combination (1.2x (D +0.5L) +1.3x1.1x (D +0.5L)) taking into account vertical seismic effects.
1. Static working condition:
the vertical resultant force to be borne by the oblique pressed column 1 comprises a basic combination G of the upper floor load of the transfer floor transmitted from the converted frame column 71And a basic combination G of floor loads of the transfer floor transmitted from the middle prestressed tension column 32(two layers), the tension force (G) born by the lower chord prestress tension beam 2 under the action of static load can be obtained according to the balance of the forces1+G2) cot α is the angle between the oblique compression column 1 and the lower chord prestress tension beam 2,
according to the formula of eccentric tension
Ne′≤fpyAP(h′0-ap)
In the formula:
n is a design value of tension;
fpy-design value of tensile strength of prestressed tendon;
AP-the cross-sectional area of the prestressed reinforcement in the tension zone;
h′0-effective height of the section;
ap-distance of tendon to the edge of tension in the tension zone;
a′p-distance of the tendon in the compression zone to the compression edge;
h is the height of the lower chord prestress tensioning beam;
the area of the prestressed tendon required by the lower chord prestressed tension beam 2 is obtained
The pulling force of the middle prestressed tension column 3 is G2, and f is more than or equal to N according to the formulapyAPAnd obtaining the area of the prestressed tendon needed by the middle prestressed tension column 3 as follows:
2. considering the fundamental combination of vertical seismic effects:
the vertical resultant force to be borne by the oblique pressed column 1 comprises a representative value G of the upper gravity load of the conversion layer transmitted by the converted frame column 7e1And transfer floor load G transmitted from the intermediate prestressed tension column 3e2And vertical seismic action 1.1Ge2(two layers), the design value of the vertical resultant force is N ═ 1.2 (G)e1+Ge2)+1.3x1.1xGe2According to the balance of the forces, the tensile force Ncot α born by the lower chord beam 2 under the action of static load can be obtained, and the area of the prestressed tendon required by the lower chord beam 2 is obtained according to an eccentric tension formula
The tension of the middle prestressed tension column 3 is 1.2Ge2+1.3x1.1Ge2Then, the area of the prestressed tendon is:
the area of the lower chord prestress tension beam 2 which needs to be provided with prestressed reinforcement is
Max(AP1，AP3)，
The area of the middle prestressed tension column 3 which needs to be provided with prestressed reinforcement is
Max(AP2，AP4)。
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A large-span prestressed rigid body giant space conversion structure is characterized in that: the prestressed tension beam comprises two inclined compression columns (1), two lower chord prestressed tension beams (2), a middle prestressed tension column (3), a conversion column (4), a middle layer common beam (5), a frame column (6) and a converted frame column (7), wherein the lower chord prestressed tension beam (2) and the middle prestressed tension column (3) are internally provided with prestressed reinforcements arranged along the respective length directions, the two inclined compression columns (1) are arranged, the two inclined compression columns (1) and the lower chord prestressed tension beam (2) enclose an isosceles triangle structure, the top ends of the two inclined compression columns (1) of the isosceles triangle structure are intersected together and are rigidly connected with the bottom of the vertically arranged converted frame column (7), the bottom ends of the two inclined compression columns (1) of the isosceles triangle structure penetrate through the middle layer common beam (5) and are rigidly connected with the corresponding ends of the lower chord prestressed tension beam (2), the top end of the middle prestress tension column (3) is rigidly connected with the intersection of the two oblique compression columns (1), the bottom end of the middle prestress tension column penetrates through a middle common beam (5) and is rigidly connected with the middle part of the lower chord prestress tension beam (2), the middle common beam (5) and the lower chord prestress tension beam (2) are arranged in parallel, two conversion columns (4) are arranged, are vertically fixed at the lower part of the lower chord prestress tension beam (2) and are arranged at the two ends of the lower chord prestress tension beam (2), a frame column (6) is fixed at the position corresponding to the connection position of the upper part of the lower chord prestress tension beam (2) and the two conversion columns (4), the two frame columns (6) penetrate through the middle common beam (5), and the two frame columns (6) are arranged in parallel with the converted frame column (7);
a plurality of common beams (8) parallel to the common beam (5) in the middle layer are uniformly arranged in the upper space and the lower space of the common beam (5) in the middle layer, and the common beams (8) are also arranged at the two ends of the lower chord prestress tensioning beam (2);
and a plurality of common columns (9) parallel to the frame columns (6) are uniformly arranged in the left space and the right space of the two frame columns (6), and all the common columns (9) penetrate through the common beams (8) at the corresponding layers.
2. The large-span prestressed rigid body giant space transformation structure of claim 1, wherein: the lower chord prestress tensioning beam (2) is internally provided with two bundles of prestress steel bars, the two bundles of prestress steel bars are arranged in the middle of the lower chord prestress tensioning beam (2), and each bundle of prestress steel bars adopts a two-end tensioning mode.
3. The large-span prestressed rigid body giant space transformation structure of claim 2, wherein: the middle prestressed tension column (3) contains two prestressed steel bars, the anchoring end of each prestressed steel bar is positioned at the bottom end of the middle prestressed tension column (3) and at the bottom of the lower chord prestressed tension beam (2), and the tensioning end of each prestressed steel bar is arranged at the top end of the middle prestressed tension column (3).
4. The large-span prestressed rigid body giant space transformation structure of claim 3, wherein: and a post-cast strip is reserved around the lower chord prestress tension beam (2) during forming.
5. The large-span prestressed rigid body giant space transformation structure of claim 4, wherein: the lower chord prestress tension beam (2) is positioned at the top of two layers, and the bottom end of the converted frame column (7) is positioned at the bottom of five layers.
6. The large-span prestressed rigid body giant space transformation structure of claim 5, wherein: the lower chord prestress tension beam (2) is formed by casting through a template.
7. The construction method of the large-span prestressed rigid body giant space transformation structure of claim 6, wherein:
the first step is as follows: constructing a scaffold and a template below the lower chord pre-stressed tension beam (2), arranging common steel bars and pre-stressed steel bars of the lower chord pre-stressed tension beam (2) and the middle pre-stressed tension column (3), and presetting a pre-stressed anchoring section anchorage of the middle pre-stressed tension column (3) on the lower chord pre-stressed tension beam (2);
the second step is that: pouring concrete and ensuring the stability of a lower scaffold, wherein the template of the lower chord prestress tensioning beam (2) is kept without being detached, and post-pouring belts are reserved in the floors around the lower chord prestress tensioning beam (2);
the third step: pouring two upper oblique compression columns (1), a middle prestressed tension column (3), a middle common beam (5) and a frame column (6), wherein an anchorage of a prestressed anchorage section of the middle prestressed tension column (3) is anchored in the lower chord prestressed tension beam (2);
the fourth step: when the structures reach the strength of 100%, the prestressed reinforcements in the lower chord prestressed tensioning beam (2) are tensioned in stages;
the fifth step: constructing concrete members on the layer where the converted frame column (7) is located and the layers above the layer;
and a sixth step: tensioning the prestressed steel bars in the middle prestressed tension column (3), and pouring a post-cast strip around the lower chord prestressed tension beam (2) after shrinkage and creep are finished;
the seventh step: and after the main structure is closed and the concrete strength of the lower chord prestress tension beam (2) reaches 100% of the design strength, the supporting scaffold and the related template at the lower part of the lower chord prestress tension beam (2) are symmetrically removed.
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| CN116163243B (en) * | 2023-02-23 | 2025-09-23 | 北京工业大学 | A cable-beam anchoring structure for strengthening a cable-stayed system and a construction method thereof |
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| CN107122539A (en) * | 2017-04-24 | 2017-09-01 | 清华大学建筑设计研究院有限公司 | A kind of design method based on continuous deflecting armored concrete column structure system |
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| CN201103166Y (en) * | 2007-08-10 | 2008-08-20 | 张敏 | Building structure of high-rise building arch type commutation layer |
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| CN206418588U (en) * | 2017-01-17 | 2017-08-18 | 首钢水城钢铁(集团)赛德建设有限公司 | Prestressed steel structure and steel house framework |
| CN107122539A (en) * | 2017-04-24 | 2017-09-01 | 清华大学建筑设计研究院有限公司 | A kind of design method based on continuous deflecting armored concrete column structure system |
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