CN114319411B - Flexible connection node for reducing secondary stress caused by foundation settlement and construction method thereof - Google Patents
Flexible connection node for reducing secondary stress caused by foundation settlement and construction method thereof Download PDFInfo
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- CN114319411B CN114319411B CN202210020552.3A CN202210020552A CN114319411B CN 114319411 B CN114319411 B CN 114319411B CN 202210020552 A CN202210020552 A CN 202210020552A CN 114319411 B CN114319411 B CN 114319411B
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- 238000010276 construction Methods 0.000 title claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 112
- 239000010959 steel Substances 0.000 claims abstract description 112
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims abstract description 48
- 238000007789 sealing Methods 0.000 claims abstract description 44
- 229910052742 iron Inorganic materials 0.000 claims abstract description 24
- 238000004873 anchoring Methods 0.000 claims description 19
- 238000003466 welding Methods 0.000 claims description 8
- 230000035515 penetration Effects 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 238000005452 bending Methods 0.000 abstract description 15
- 238000010008 shearing Methods 0.000 abstract description 10
- 238000004062 sedimentation Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 230000007935 neutral effect Effects 0.000 description 3
- 210000003205 muscle Anatomy 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
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Abstract
The invention discloses a flexible connection node for reducing secondary stress caused by foundation settlement and a construction method thereof, comprising two opposite iron blocks which are arranged at an upper gap of a skirt house side span, are oppositely arranged at the gap and can relatively move up and down along a vertical direction, an edge sealing beam for connecting the opposite iron blocks and a floor slab of the skirt house side span, a steel skeleton positioned in the edge sealing beam, and tension steel bars positioned at the lower part of the edge sealing beam and used for connecting the edge sealing beams at two sides, wherein the opposite iron blocks are positioned at the upper part of the edge sealing beam. The invention can resist bending moment caused by external load and release vertical shearing force caused by uneven settlement.
Description
Technical Field
The invention relates to a flexible connection node, in particular to a flexible connection node for reducing secondary stress caused by foundation settlement and a construction method thereof.
Background
Skirt houses with low heights are arranged around the super high-rise building, most of the foundations of the super high-rise building or the high-rise building adopt pile raft foundations or pile foundations and waterproof plates, and even some super high-rise buildings are required to be driven with rock pile embedding to reduce sedimentation due to too large upper load. In the skirt house, in order to maintain the consistency of settlement of the skirt house and the skirt house, a pile foundation is generally adopted.
For some skirt houses with good soil property, high foundation bearing capacity and low height, raft foundations, even strip foundations and independent foundations under columns are adopted, and foundation forms with high construction cost, long construction period and difficult construction of pile foundations are not needed only from the bearing capacity perspective.
However, if different foundation forms are adopted for buildings with different heights, such as pile foundations are adopted for main towers, and raft foundations are adopted for skirt houses, obvious differences are necessarily caused in settlement of the two. When the difference in settlement occurs, the most significant change is that the superstructure will develop sub-stresses and cracks will develop, and such cracks will become more and more apparent as the foundation soil gradually solidifies.
Therefore, there is a need to solve the above-mentioned problems.
Disclosure of Invention
The invention aims to: a first object of the present invention is to provide a flexible connection joint which can resist both bending moment caused by external load and release vertical shearing force caused by uneven settlement, and reduce secondary stress caused by foundation settlement.
A second object of the present invention is to provide a construction method of the flexible connection joint that reduces secondary stresses caused by foundation settlement.
The technical scheme is as follows: in order to achieve the above purpose, the invention discloses a flexible connection node for reducing secondary stress caused by foundation settlement, which comprises two pairs of iron blocks which are arranged on an upper gap of a skirt house side span, are oppositely arranged at the gap and can relatively move up and down along a vertical direction, an edge sealing beam for connecting the pairs of iron blocks and a floor slab of the skirt house side span, a steel skeleton positioned in the edge sealing beam, and tension steel bars positioned at the lower part of the edge sealing beam and used for connecting edge sealing beams at two sides, wherein the pairs of iron blocks are positioned at the upper part of the edge sealing beam.
Wherein the butt contact surfaces of the two butt iron blocks are positioned at the center line of the gap.
Preferably, the gap is a longitudinal gap located in the middle of the skirt span.
Furthermore, the upper surface of the edge sealing beam, the upper surface of the opposite iron pressing block and the upper surface of the skirt house side span floor slab are flush.
Further, the steel skeleton includes the anchor angle steel that is located the banding roof beam side that is close to with skirt room side span floor, along the anchor angle steel bottom plate arrange in proper order at least 1 bottom anchor muscle and along the anchor angle steel curb plate arrange in proper order and be used for connecting angle steel and to the fixed steel bar of iron block.
Preferably, the bottom anchor bar is an L-shaped steel bar or a T-shaped steel bar.
Furthermore, the upper end of the pair of iron pressing blocks is provided with top anchor bars extending into the edge sealing beam in sequence along the longitudinal direction, and the top anchor bars are L-shaped steel bars or T-shaped steel bars.
Further, two ends of the tension steel bar are respectively connected with the anchoring angle steel at two sides and penetrate through the edge sealing beams at two sides.
Preferably, the edge sealing beam and the skirt house side span floor slab are integrally cast.
The invention discloses a construction method of a flexible connection node for reducing secondary stress caused by foundation settlement, which comprises the following steps:
(1) The bottom anchor bars are longitudinally arranged and welded on a bottom plate of the anchoring angle steel to form at least 1 row of bottom anchor bars, and then the fixed steel bars are longitudinally arranged and welded on the upper parts of side plates of the anchoring angle steel to form a steel skeleton;
(2) According to the designed width of the longitudinal gap, two steel frameworks are oppositely arranged at intervals, the distance between the outer sides of the two steel frameworks is the gap width, and a gap for placing a counter weight block is reserved between the inner sides of the two steel frameworks;
(3) The plurality of tension steel bars are sequentially arranged along the longitudinal direction and staggered with the bottom anchor bars, two ends of each tension steel bar are respectively connected with the anchor angle steels at two sides, and the tension steel bars connect the steel frameworks at two sides into a whole;
(4) Hoisting the counter weight block to a gap between the inner sides of the two steel frameworks, supporting the lower part of the counter weight block by a scaffold, and welding the counter weight block and fixed steel bars of the steel frameworks by adopting full penetration weld joints;
(5) Welding a top anchor bar on the upper part of the opposite pressing iron block;
(6) Two symmetrically arranged first templates and two symmetrically arranged second templates are installed on site, the first templates are vertically arranged below the counter weight block and are inner side templates of the edge sealing beam, the second templates are L-shaped templates, transverse plates of the L-shaped templates are lower templates of skirt house side span floorslabs, and vertical plates of the L-shaped templates and the anchoring angle steel form outer side templates of the edge sealing beam together;
(7) Pouring concrete to form edge sealing beams and skirt edge span plates, and removing the mould after the strength grade of the concrete reaches the specified strength.
The beneficial effects are that: compared with the prior art, the invention has the following remarkable advantages:
(1) The opposite-pressing iron blocks of the flexible connection nodes can freely move up and down, so that shearing force caused by uneven settlement is reduced; the two pair of iron pressing blocks and the tension steel bar form a pair of couples to resist bending moment externally applied to the structure;
(2) When uneven settlement occurs, a tension steel bar positioned at the lower part can be bent to form an internal angle, two sides of the internal angle of the steel bar can form a resultant force pointing to a concrete edge sealing beam, and the resultant force can split concrete to form cracks so as to influence the structural safety; the anchoring angle steel can limit the development of cracks and prevent the bottom concrete from being split by bent reinforcing steel bars;
(3) The flexible connection node is positioned in the middle of the side span, and the shearing force of the middle position is small, so that the flexible connection node does not need to bear too large shearing force; even when the two opposite-pressing iron blocks in the flexible connection node have larger vertical dislocation degree and a bending angle of the tension steel bar is larger, the smaller shearing force can enable the resultant force of the tension steel bar, which is formed by the tension steel bar and is directed to the concrete, to be smaller, so that concrete cracks caused by splitting are further limited;
(4) The positive bending moment of the middle part of the side span is large, and the tension steel bar is tensioned to press the weight block to form a resistance arm for external bending moment; therefore, the flexible connection node can effectively transfer external bending moment, and the structure at two sides of the node is not changed into an overhanging structure, so that the structural safety is not affected;
(5) Even after non-uniform settlement, the two opposite pressing iron blocks in contact with each other can still be mutually extruded to form compressive stress, the bottom tension steel bar can still be reliably tensioned to form tensile stress, and the bending moment caused by external load can be continuously and reliably transmitted as in the case of no settlement.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
FIG. 2 is a schematic view of a node structure in the case of differential settlement in the present invention;
FIG. 3 is a schematic diagram of the connection of steel skeletons in the present invention;
FIG. 4 is a schematic diagram of the present invention in plan view;
FIG. 5 is a force-bearing schematic diagram of the present invention;
fig. 6 (a) to 6 (f) are schematic views of the construction process according to the present invention.
Detailed Description
The technical scheme of the invention is further described below with reference to the accompanying drawings.
As shown in fig. 1 and 4, a flexible connection joint for reducing secondary stress caused by foundation settlement according to the present invention includes a counter weight block 2, a banding beam 4, a steel skeleton 5, tension bars 6 and a top anchor bar 10. According to the invention, the gap 1 is formed on the skirt house side span adjacent to the main building, the gap 1 is positioned in the middle of the skirt house side span and longitudinally extends, and the flexible connecting structure is positioned at the gap and used for connecting skirt house side span floors at two sides, so that secondary stress caused by foundation settlement is reduced.
As shown in fig. 2 and 3, the two counterpressure blocks 2 are oppositely arranged at the gap, and the counterpressure contact surfaces of the two counterpressure blocks 2 are positioned at the central line of the gap; the two counter weight blocks are mutually pressed under the action of external force, and when the foundation subsides, the counter weight blocks can relatively move up and down along the vertical direction to generate dislocation. The edge sealing beam 4 is used for connecting the counter weight block 2 and the skirt house side span floor slab 3, the upper surface of the edge sealing beam 4, the upper surface of the counter weight block 2 and the upper surface of the skirt house side span floor slab 3 are flush, and the edge sealing beam 4 and the skirt house side span floor slab 3 are integrally cast. The inside of banding roof beam 4 is provided with steel skeleton 5, and steel skeleton 5 includes anchor angle steel 7, bottom anchor muscle 8 and fixed steel bar 9, and anchor angle steel 7 is located the banding roof beam side that strides the floor mutually with the skirt room side, and the concrete of banding roof beam is located the inboard of anchor angle steel, and anchor angle steel is as the template when the banding roof beam was pour. The bottom anchor bars 8 are positioned on the bottom plate of the anchor angle steel 7, and the bottom anchor bars 8 are sequentially arranged along the longitudinal direction of the anchor angle steel 7 to form at least one row; the bottom anchor bar 8 is an L-shaped steel bar or a T-shaped steel bar. The fixed steel bars 9 are sequentially arranged along the side plates of the anchoring angle steel 7, one ends of the fixed steel bars 9 are fixedly connected with the anchoring angle steel 7, and the other ends of the fixed steel bars 9 are fixedly connected with the counter weight blocks 2. The top anchor bars 10 are sequentially arranged at the upper ends of the counter weights 2 along the longitudinal direction, the top anchor bars 10 extend into the edge sealing beam, and the top anchor bars 10 are L-shaped steel bars or T-shaped steel bars.
As shown in fig. 5, the tension steel bars 6 are positioned at the lower part of the edge sealing beams 4, and two ends of the tension steel bars 6 are respectively connected with the anchoring angle steels 7 at two sides and penetrate through the edge sealing beams 4 at two sides for connecting the edge sealing beams 4 at two sides; the counter weight block 2 is positioned at the upper part of the edge sealing beam. In the invention, the upper part of the edge sealing beam is pressed by the weight block, the lower part of the edge sealing beam is tensioned by the tension steel bar, and the principle of pressing and pressing is as follows: normally, the midspan part is a positive bending moment section, namely the bending moment born by the midspan part is a positive bending moment M; when the structural member receives an external positive bending moment M, according to the assumption of a flat section in the material mechanics, the material at the position above the neutral axis of the section is pressed, and the material at the position below the neutral axis is pulled; the tensile stress can form a resisting moment M' to resist an external bending moment M; therefore, the invention can realize that the two iron blocks at the upper part are mutually extruded to form compressive normal stress, and the tensile stress at the position below the neutral axis is borne by the tension steel bar at the lower part.
In the invention, when the main building is subjected to larger sedimentation and the skirt houses are subjected to smaller sedimentation and the skirt houses are not provided with gaps for separation, the main building can increase the sedimentation of the skirt houses in a manner of applying vertical shearing force to the skirt houses, and when the sedimentation difference between the main building and the skirt houses is larger, the shearing force is large, and the structure is cracked; in the invention, the opposite-pressing iron blocks of the flexible connection nodes can freely move up and down, so that the settlement of the main building can not increase the settlement of the skirt house, and the shearing force of the skirt house caused by uneven settlement can not be increased; the two pairs of iron pressing blocks and the tension steel bars can form a pair of couples to resist bending moment applied to the structure from the outside, so that the flexible connecting structure can resist bending moment caused by external load and release vertical shearing force caused by uneven settlement.
As shown in fig. 6 (a) to 6 (f), the construction method of the flexible connection node for reducing secondary stress caused by foundation settlement according to the present invention comprises the following steps:
(1) Forming at least 1 row of bottom anchor bars by longitudinally arranging and welding the bottom anchor bars on a bottom plate of the anchoring angle steel, and forming a steel skeleton by longitudinally arranging and welding fixed steel bars on the upper parts of side plates of the anchoring angle steel, as shown in fig. 6 (a);
(2) According to the designed width of the longitudinal gap, two steel frameworks are oppositely arranged at intervals, the distance between the outer sides of the two steel frameworks is the gap width, and a gap for placing a counter weight block is reserved between the inner sides of the two steel frameworks;
(3) The tension steel bars are sequentially arranged along the longitudinal direction and staggered with the bottom anchor bars, two ends of each tension steel bar are respectively connected with the anchor angle steel at two sides, and the tension steel bars connect the steel frameworks at two sides into a whole, as shown in fig. 6 (b);
(4) Hoisting the counter weight block to the gap between the inner sides of the two steel frameworks, supporting the lower part of the counter weight block by using a scaffold 11, and welding the counter weight block and fixed steel bars of the steel frameworks by adopting full penetration weld seams, as shown in fig. 6 (c);
(5) Welding a top anchor bar on the upper part of the opposite pressing iron block as shown in fig. 6 (d);
(6) Two symmetrically arranged first templates 12 and two symmetrically arranged second templates 13 are installed on site, the first templates are vertically arranged below the counter weight block and are inner side templates of the edge sealing beam, the second templates are L-shaped templates, transverse plates of the L-shaped templates are lower templates of skirt house span floors, and vertical plates and anchoring angle steel of the L-shaped templates jointly form outer side templates of the edge sealing beam, as shown in fig. 6 (e);
(7) Pouring concrete to form edge sealing beams and skirt straddling plates, and removing the mould after the concrete strength grade reaches the specified strength, as shown in fig. 6 (f).
Claims (7)
1. A flexible connection node for reducing secondary stress caused by foundation settlement, which is characterized in that: the skirt house side span comprises an upper gap (1) of a skirt house side span, two opposite pressing iron blocks (2) which are oppositely arranged at the gap and can relatively move up and down along the vertical direction, an edge sealing beam (4) for connecting the opposite pressing iron blocks and a skirt house side span floor slab (3), a steel skeleton (5) positioned in the edge sealing beam, and tension steel bars (6) positioned at the lower part of the edge sealing beam and used for connecting the edge sealing beams at two sides, wherein the opposite pressing iron blocks (2) are positioned at the upper part of the edge sealing beam; the steel skeleton (5) comprises anchoring angle steel (7) positioned on the side face of the edge sealing beam adjacent to the skirt house side span floor slab, at least 1 row of bottom anchor bars (8) sequentially arranged along the anchoring angle steel bottom plate and fixing reinforcing steel bars (9) sequentially arranged along the anchoring angle steel side plate and used for connecting the anchoring angle steel (7) and the counter weight block (2); the upper end of the counter weight block (2) is sequentially provided with top anchor bars (10) extending into the edge sealing beam along the longitudinal direction, and the top anchor bars (10) are L-shaped steel bars or T-shaped steel bars; the two ends of the tension steel bar (6) are respectively connected with the anchoring angle steels (7) at the two sides and penetrate through the edge sealing beams (4) at the two sides.
2. The flexible connection node for reducing sub-stresses caused by foundation settlement of claim 1, wherein: the butt contact surfaces of the two butt iron blocks (2) are positioned at the center line of the gap.
3. The flexible connection node for reducing sub-stresses caused by foundation settlement of claim 1, wherein: the gap (1) is a longitudinal gap positioned in the middle of the skirt room side span.
4. The flexible connection node for reducing sub-stresses caused by foundation settlement of claim 1, wherein: the upper surface of the edge sealing beam (4), the upper surface of the counter weight block (2) and the upper surface of the skirt house side span floor slab (3) are flush.
5. The flexible connection node for reducing sub-stresses caused by foundation settlement of claim 1, wherein: the bottom anchor bar (8) is an L-shaped steel bar or a T-shaped steel bar.
6. The flexible connection node for reducing sub-stresses caused by foundation settlement of claim 1, wherein: the edge sealing beam (4) and the skirt house side span floor slab (3) are integrally cast.
7. The construction method of a flexible connection joint for reducing secondary stress caused by foundation settlement according to any one of claims 1 to 6, comprising the steps of:
(1) The bottom anchor bars are longitudinally arranged and welded on a bottom plate of the anchoring angle steel to form at least 1 row of bottom anchor bars, and then the fixed steel bars are longitudinally arranged and welded on the upper parts of side plates of the anchoring angle steel to form a steel skeleton;
(2) According to the designed width of the longitudinal gap, two steel frameworks are oppositely arranged at intervals, the distance between the outer sides of the two steel frameworks is the gap width, and a gap for placing a counter weight block is reserved between the inner sides of the two steel frameworks;
(3) The plurality of tension steel bars are sequentially arranged along the longitudinal direction and staggered with the bottom anchor bars, two ends of each tension steel bar are respectively connected with the anchor angle steels at two sides, and the tension steel bars connect the steel frameworks at two sides into a whole;
(4) Hoisting the counter weight block to a gap between the inner sides of the two steel frameworks, supporting the lower part of the counter weight block by a scaffold, and welding the counter weight block and fixed steel bars of the steel frameworks by adopting full penetration weld joints;
(5) Welding a top anchor bar on the upper part of the opposite pressing iron block;
(6) Two symmetrically arranged first templates and two symmetrically arranged second templates are installed on site, the first templates are vertically arranged below the counter weight block and are inner side templates of the edge sealing beam, the second templates are L-shaped templates, transverse plates of the L-shaped templates are lower templates of skirt house side span floorslabs, and vertical plates of the L-shaped templates and the anchoring angle steel form outer side templates of the edge sealing beam together;
(7) Pouring concrete to form edge sealing beams and skirt edge span plates, and removing the mould after the strength grade of the concrete reaches the specified strength.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210020552.3A CN114319411B (en) | 2022-01-10 | 2022-01-10 | Flexible connection node for reducing secondary stress caused by foundation settlement and construction method thereof |
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| CN202210020552.3A CN114319411B (en) | 2022-01-10 | 2022-01-10 | Flexible connection node for reducing secondary stress caused by foundation settlement and construction method thereof |
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| CN114319411B true CN114319411B (en) | 2023-12-08 |
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| CN115467534B (en) * | 2022-10-19 | 2023-07-28 | 中国建筑一局(集团)有限公司 | Advanced construction method for steel beam and floor slab at span post-pouring zone of all-steel super-high-rise structure |
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| CN113818500A (en) * | 2021-09-14 | 2021-12-21 | 杭州圣基建筑特种工程有限公司 | Integral lifting and inclination-correcting construction method for high-rise building foundation and structure |
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2022
- 2022-01-10 CN CN202210020552.3A patent/CN114319411B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007198086A (en) * | 2006-01-30 | 2007-08-09 | M Tec:Kk | Bi-stress construction method for fixing compression pc steel bar to precast concrete beam |
| CN102086524A (en) * | 2009-12-04 | 2011-06-08 | 贵阳铝镁设计研究院 | Self-stress-balancing cradle frame of electrolysis bath |
| CN106760110A (en) * | 2016-12-30 | 2017-05-31 | 新蒲建设集团有限公司 | Based on BIM profiled sheet armored concrete hollow sandwich floor construction engineering methods |
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