CN110056204B - External unbonded prestress underpinning node - Google Patents
External unbonded prestress underpinning node Download PDFInfo
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- CN110056204B CN110056204B CN201910318291.1A CN201910318291A CN110056204B CN 110056204 B CN110056204 B CN 110056204B CN 201910318291 A CN201910318291 A CN 201910318291A CN 110056204 B CN110056204 B CN 110056204B
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- 238000009424 underpinning Methods 0.000 title claims abstract description 113
- 238000004873 anchoring Methods 0.000 claims abstract description 36
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 210000002435 tendon Anatomy 0.000 claims description 50
- 229910000831 Steel Inorganic materials 0.000 claims description 48
- 239000010959 steel Substances 0.000 claims description 48
- 230000007704 transition Effects 0.000 claims description 17
- 238000006073 displacement reaction Methods 0.000 abstract description 6
- 238000003466 welding Methods 0.000 description 13
- 238000013461 design Methods 0.000 description 12
- 238000007789 sealing Methods 0.000 description 7
- 238000012545 processing Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 239000000314 lubricant Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000002161 passivation Methods 0.000 description 2
- -1 polytetrafluoroethylene Polymers 0.000 description 2
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 2
- 239000004810 polytetrafluoroethylene Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 230000003245 working effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention relates to an external unbonded prestress underpinning node, which strengthens the overall working performance of an underpinning beam and an underpinning column through prestress ribs, is placed on a track system and a foundation through a displacement device at the lower part of the underpinning beam, and comprises a cast-in-place concrete underpinning beam (1), an arc-shaped rigid body and a tensioning anchoring rigid body which are arranged around the underpinning beam (1), and prestress ribs (2) which encircle the periphery of the underpinning beam (1), wherein the arc-shaped rigid body is arranged on two opposite surfaces of the underpinning beam (1), the tensioning anchoring rigid body is arranged on the other two opposite surfaces of the underpinning beam (1), and the prestress ribs (2) bypass the arc-shaped rigid bodies and are anchored on the tensioning anchoring rigid bodies at two ends. Compared with the prior art, the device has definite stress mechanism, does not need to damage an original underpinning column when the prestress is applied, has low prestress loss, and can be suitable for the underpinning of a structure with larger load.
Description
Technical Field
The invention relates to a underpinning structure, in particular to an external unbonded prestress underpinning node.
Background
The underpinning technology is to effectively transfer the load of the original building to the moving track and the foundation through the underpinning structure. The load of the original building is mainly transmitted by the shearing force between the underpinning structure and the original column contact interface.
The underpinning nodes can be divided into two main types of non-prestress underpinning nodes and prestress underpinning nodes according to whether prestress is applied or not, wherein the existing prestress underpinning nodes mainly comprise: the opposite-pulling screw prestress underpinning joint, the oblique prestress underpinning joint and the U-shaped oblique prestress rib underpinning joint. The prestressed underpinning node of the opposite-pulling screw is more studied in China at present, and the underpinning node is simple in structure and high in safety. However, the support and exchange node needs to be drilled in the original column, the prestress loss is large, and the prestress transmitted to the support and exchange interface cannot be estimated. The oblique prestress underpinning node has complex structure and lower acting efficiency of prestress, so that the actual application is less. The U-shaped oblique prestressed rib underpinning joint has a complex structure, a groove is arranged at the bottom of the original column, punching damage of the underpinning joint can occur under the action of column load, and the structure is unfavorable.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide an external unbonded prestressed underpinning node.
The aim of the invention can be achieved by the following technical scheme:
the utility model provides an external unbonded prestressing force underpinning node, the integral working property of underpinning roof beam and underpinning post is strengthened through prestressing tendons to place on track system and basis through the shifter of underpinning roof beam lower part, including cast in situ concrete underpinning roof beam, arc rigid body and the stretch-draw anchor rigid body that sets up all around the underpinning roof beam, and encircle at the peripheral prestressing tendons of underpinning roof beam, the arc rigid body sets up at two relative faces of underpinning roof beam, stretch-draw anchor rigid body sets up at two other relative faces of underpinning roof beam, the prestressing tendons bypasses the anchor of arc rigid body both ends and is on the stretch-draw anchor rigid body.
Further, the arc rigid body comprises a contact layer, an arc steel plate and a first anchor backing plate from outside to inside in sequence, and the first anchor backing plate is fixed on the outer side of the underpinning beam through embedded bars welded on the first anchor backing plate.
Furthermore, the section of the arc-shaped steel plate is parabolic, the parabolic rise (the distance between the vertex of the parabola and the first anchor backing plate) and the projection length are determined according to the stress of the underpinning node, and the parabolic rise e meets the following conditions:
wherein q is uniform pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendons, and l is the tensioning control force of the pre-stressing tendons a The projection length of the side anchor backing plate of the arc rigid body is not less than 200mm, the projection length is the same as the length of the anchor backing plate, and the length difference between the projection length and the width of the underpinning column is not more than 600mm.
Furthermore, the contact surface of the arc-shaped steel plate and the prestressed tendons is coated with a lubricant or paved with a polytetrafluoroethylene plate, and the friction coefficient of the contact layer and the prestressed tendons is not more than 0.005.
Furthermore, a transition cushion block is welded at the junction of the arc-shaped rigid body and the tensioning anchoring rigid body, the tangential included angle of curves at two sides of the connection point of the transition cushion block and the arc-shaped steel plate is 135-180 degrees, and the length of the transition cushion block is not more than the width of the underpinning beam and not more than 200mm.
Furthermore, baffles are welded on the outer side of the arc rigid body, the distance between every two adjacent baffles is 200-500mm, and the height of each baffle protrudes out of the outer edge of each prestressed rib by 20-50mm.
Further, a stiffening rib is arranged between the arc-shaped steel plate and the first anchor backing plate.
Further, the stretch-draw anchor rigid body includes special steel sheet and second anchor backing plate from outside to inside in proper order, the second anchor backing plate is fixed in the underpinning beam outside through the buried reinforcement of welding above that.
Furthermore, the section of the special-shaped steel plate is triangular or trapezoidal, holes are formed in the positions, through which the prestressed tendons pass, of the special-shaped steel plate, the aperture is 3-5mm larger than the diameter of the prestressed tendons, and passivation treatment is carried out on the periphery of the holes.
Furthermore, the special-shaped steel plate is provided with a conical hole at the anchoring position of the prestressed tendon, and the orifice size of the conical hole is matched with the adopted prestressed tendon anchorage.
Further, the height h of the tensile anchoring rigid body satisfies the following conditions:
wherein F is concentrated pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendons, and l is the tensioning control force of the pre-stressing tendons b The projection length of the side anchor backing plate of the tension anchoring rigid body is not less than 200mm.
Further, stiffening ribs are arranged between the special-shaped steel plate and the second anchor backing plate.
Further, the stretch-draw anchor rigid body and the arc rigid body are fixed with the underpinning beam through the embedded bars, the diameter of the embedded bars on the stretch-draw anchor rigid body side is not less than 16mm, the number of each side is not less than 3, the distance between the embedded bars on the outermost side and the edge of the underpinning beam is not less than 300mm, the diameter of the embedded bars on the arc rigid body side is the same as that of the embedded bars on the stretch-draw anchor rigid body side, the number of the embedded bars on the stretch-draw anchor rigid body side is not less than half of the number of the embedded bars on the stretch-draw anchor rigid body side, and the number of each side is not less than 2.
Further, sealing plates are further arranged at the two ends of the arc-shaped steel plate, and the overall rigidity of the arc-shaped rigid body is improved.
Further, the first anchor backing plate and the second anchor backing plate are connected through welding.
The specific application method comprises the following steps:
(1) Binding longitudinal steel bars and stirrups of the underpinning beam;
(2) Welding the embedded bars on the first anchor backing plate and the second anchor backing plate through perforation plug welding, fixing the first anchor backing plate and the second anchor backing plate around the underpinning beam through the embedded bars, and pouring concrete to form an initial underpinning node;
(3) Processing an arc-shaped steel plate and a sealing plate according to design requirements, welding the arc-shaped steel plate, the sealing plate and the stiffening ribs on a fixed first anchor backing plate, and then welding a baffle plate on the outer side of the arc-shaped steel plate;
(4) And processing the special-shaped steel plate according to design requirements, forming an orifice at the penetrating position of the prestressed tendon, passivating the periphery of the orifice, and then welding the special-shaped steel plate and the stiffening rib on the fixed second anchor backing plate.
(5) And manufacturing a transition cushion block according to design requirements, welding the transition cushion block at the connection part of the arc-shaped rigid body and the tensioning anchoring rigid body, and ensuring smooth transition of the arc-shaped rigid body and the tensioning anchoring rigid body by the curvature of the top surface of the transition cushion block.
(6) And after the concrete strength of the underpinned beam reaches 75% of the design strength, installing the prestressed tendons and pre-tensioning, tensioning the prestressed tendons after the pretension meets the design requirement, and anchoring the prestressed tendons on the tensioning anchor rigid body through an anchor after tensioning is completed.
(7) And a displacement device and a track system are arranged below the underpinning beam, and then the underpinning original column is cut, so that the external unbonded prestress underpinning node transmits the underpinning load to the track system and the foundation through the displacement device below the underpinning original column.
(8) After the building is shifted, the underpinning original column is connected with the new foundation, and after the material to be connected reaches the design strength, the prestressed tendons, the arc-shaped rigid bodies and the tensioning anchoring rigid bodies are removed.
When the structure is underpinned, the prestressed tendons are tensioned, and the prestress is converted into the compressive stress of the underpinned interface through the action of the arc rigid body and the tensioning anchoring rigid body, so that the interface shearing capacity of the underpinned node is improved.
Compared with the prior art, the invention has the following beneficial effects:
1. the external unbonded prestressed underpinning joint only stretches the prestressed tendons at the outer side of the underpinning beam, does not need to open holes on the underpinning original column, and almost has no damage to the surface of the original column.
2. The prestressed underpinning node can adopt prestressed steel strands, the initial prestressing force applied can be greatly improved, and the prestress loss can be effectively reduced by brushing a contact layer for reducing friction, so that the underpinning node can be suitable for reinforced concrete columns with larger underpinning load.
3. By adopting the prestress underpinning node, the construction period can be effectively reduced due to the simple manufacture and installation of the underpinning node.
4. The prestress underpinning node mainly adopts a steel structure, so that the self weight of the underpinning node is lighter, the construction cost of a shifting track and a foundation can be effectively reduced, and the labor intensity in the construction process can be greatly reduced.
Drawings
FIG. 1 is a schematic view of the structure of the device of the present invention;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
FIG. 3 is a sectional view B-B in FIG. 1;
FIG. 4 is a schematic view of the structure of an arc-shaped rigid body according to the present invention;
fig. 5 is a C-C section view of fig. 4.
The reference numerals in the figures indicate:
1. a joist is replaced; 2. prestress rib; 3. arc-shaped steel plates; 4. a contact layer; 5. a first anchor pad; 6. a baffle; 7. stiffening ribs; 8. embedding reinforcing steel bars; 9. a special-shaped steel plate; 10. a transition cushion block; 11. a sealing plate; 12. and a second anchor pad.
Detailed Description
The invention will now be described in detail with reference to the drawings and specific examples.
Examples
The external unbonded prestressed underpinning joint is characterized in that as shown in fig. 1-3, the integral working performance of the underpinning beam and the underpinning column is enhanced by the prestressed tendons, and the underpinning joint is placed on a track system and a foundation by a displacement device at the lower part of the underpinning beam, and comprises a cast-in-place concrete underpinning beam 1, arc-shaped rigid bodies and tensioning anchoring rigid bodies which are arranged at intervals around the underpinning beam 1, and prestressed tendons 2 which encircle the periphery of the underpinning beam 1, wherein the prestressed tendons 2 are anchored on the tensioning anchoring rigid bodies after being tensioned.
The prestressed tendons 2 adopt prestressed steel strands, can apply larger prestress, and can bear larger underpinning load of the upper structure. In order to avoid unbalanced torque on the stretching anchoring rigid body after the stretching of the prestressed tendons 2 is completed, the prestressed tendons 2 on the same side of the underpinning node should be positioned on the outer side or the inner side of the stretching anchoring rigid body at the same time at the anchoring position.
As shown in fig. 4-5, the arc rigid body sequentially comprises a contact layer 4, an arc steel plate 3 and a first anchor backing plate 5 from outside to inside, and the first anchor backing plate 5 is arranged on the outer side of the underpinning beam 1. The section of the arc-shaped steel plate 3 is parabolic, the parabolic rise (the distance between the vertex of the parabolic curve and the first anchor backing plate 5) and the projection length are determined according to the stress of the underpinning joint, and the parabolic rise e meets the following conditions:
wherein q is uniform pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendon 2, and l is the tension control force of the pre-stressing tendon 2 a The projection length of the side anchor backing plate of the arc rigid body is not less than 200mm, the projection length is the same as the length of the anchor backing plate, and the length difference between the projection length and the width of the underpinning column is not more than 600mm.
The contact surface of the arc-shaped steel plate 3 and the prestressed tendons 2 is coated with a lubricant or paved with a polytetrafluoroethylene plate to form a contact layer 4, and the friction coefficient between the contact layer 4 and the prestressed tendons 2 is not more than 0.005.
The transition cushion block 10 is welded at the junction of the arc rigid body and the tensioning anchoring rigid body, the tangential included angle of curves at two sides of the connection point of the transition cushion block 10 and the arc steel plate 3 is 135-180 degrees, and the length of the transition cushion block 10 is not more than the width of the underpinning beam 1 and not more than 200mm. The outer sides of the arc-shaped rigid bodies are welded with baffle plates 6, the distance between every two adjacent baffle plates 6 is 200-500mm, and the height of each baffle plate 6 protrudes out of the outer edge of each prestressed rib 2 by 20-50mm. A stiffening rib 7 is arranged between the arc-shaped steel plate 3 and the first anchor backing plate 5. The two ends of the arc-shaped steel plate 3 are also provided with sealing plates 11, so that the overall rigidity of the arc-shaped rigid body is increased.
The stretch-draw anchor rigid body includes special-shaped steel sheet and second anchor backing plate 12 from outside to inside in proper order, and second anchor backing plate 12 sets up in the underpinning beam 1 outside. The section of the special-shaped steel plate 9 is triangular or trapezoidal, the special-shaped steel plate 9 is provided with holes at the positions where the prestressed tendons 2 pass through, the aperture is 3-5mm larger than the diameter of the prestressed tendons 2, and passivation treatment is carried out on the periphery of the holes. The special-shaped steel plate 9 is provided with a conical hole at the anchoring position of the prestressed tendon 2, and the orifice size of the conical hole is matched with the adopted prestressed tendon 2 anchorage. The height h of the stretching anchoring rigid body is as follows:
wherein F is concentrated pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendon 2, and l is the tensioning control force of the pre-stressing tendon 2 b The projection length of the side anchor backing plate of the tension anchoring rigid body is not suitable for being smaller than 200mm. Stiffening ribs 7 are arranged between the profiled steel sheet and the second anchor pad 12.
The tensioning anchor rigid body and the arc rigid body are fixed with the underpinning beam 1 through the embedded bars 8, the diameter of the embedded bars 8 on the tensioning anchor rigid body side is not less than 16mm, the number of each side is not less than 3, the distance between the embedded bars 8 on the outermost side and the edge of the underpinning beam 1 is not less than 300mm, the diameter of the embedded bars 8 on the arc rigid body side is the same as the embedded bars 8 on the tensioning anchor rigid body side, the number of the embedded bars is not less than half of the number of the embedded bars 8 on the tensioning anchor rigid body side, and the number of each side is not less than 2.
The specific application method comprises the following steps:
(1) Binding longitudinal steel bars and stirrups of the underpinning beam 1;
(2) The embedded steel bars 8 are welded on the first anchor backing plate 5 and the second anchor backing plate 12 through perforation plug welding, the first anchor backing plate 5 and the second anchor backing plate 12 are fixed around the underpinning beam 1 through the embedded steel bars, and concrete is poured to form initial underpinning nodes;
(3) Processing the arc-shaped steel plate 3 and the sealing plate 11 according to design requirements, welding the arc-shaped steel plate 3, the sealing plate 11 and the stiffening ribs 7 on the fixed first anchor backing plate 5, and then welding the baffle 6 on the outer side of the arc-shaped steel plate 3;
(4) And processing the special-shaped steel plate 9 according to design requirements, forming an orifice at the passing position of the prestressed tendon 2, passivating the periphery of the orifice, and then welding the special-shaped steel plate 9 and the stiffening rib 7 on the fixed second anchor backing plate 12.
(5) And manufacturing a transition cushion block 10 according to design requirements, welding the transition cushion block 10 at the connecting part of the arc-shaped rigid body and the tensioning anchoring rigid body, and ensuring smooth transition of the arc-shaped rigid body and the tensioning anchoring rigid body by the curvature of the top surface of the transition cushion block 10.
(6) And after the concrete strength of the underpinning beam 1 reaches 75% of the design strength, installing the prestressed tendons 2 and pre-tensioning, tensioning the prestressed tendons 2 after the pre-tensioning meets the design requirement, and anchoring the prestressed tendons 2 on a tensioning and anchoring rigid body through an anchorage device after tensioning is completed.
(7) And a displacement device and a track system are arranged below the underpinning beam, and then the underpinning original column is cut, so that the external unbonded prestress underpinning node transmits the underpinning load to the track system and the foundation through the displacement device below the underpinning original column.
(8) After the building is shifted, the underpinning original column is connected with the new foundation, and after the connecting material reaches the design strength, the prestressed tendons 2, the arc-shaped rigid bodies and the tensioning anchoring rigid bodies are removed.
The previous description of the embodiments is provided to facilitate a person of ordinary skill in the art in order to make and use the present invention. It will be apparent to those skilled in the art that various modifications can be readily made to these embodiments and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the above-described embodiments, and those skilled in the art, based on the present disclosure, should make improvements and modifications without departing from the scope of the present invention.
Claims (4)
1. The external unbonded prestressed underpinning joint is characterized by comprising a cast-in-place concrete underpinning beam (1), an arc-shaped rigid body and a tensioning anchoring rigid body which are arranged around the underpinning beam (1), and prestressed tendons (2) which encircle the periphery of the underpinning beam (1), wherein the arc-shaped rigid body is arranged on two opposite surfaces of the underpinning beam (1), the tensioning anchoring rigid body is arranged on the other two opposite surfaces of the underpinning beam (1), and the two ends of the arc-shaped rigid body are bypassed to be anchored on the tensioning anchoring rigid body;
the arc rigid body sequentially comprises a contact layer (4), an arc steel plate (3) and a first anchor backing plate (5) from outside to inside, and the first anchor backing plate (5) is fixed on the outer side of the underpinning beam (1);
the section of the arc-shaped steel plate (3) is parabolic, and the parabolic rise e meets the following conditions:
e=q(l a ) 2 /(8N)
wherein q is uniform pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendons, and l is the tensioning control force of the pre-stressing tendons a The projection length of the anchor backing plate at the side of the arc rigid body is not less than 200mm, the projection length is the same as the length of the anchor backing plate, and the length difference value between the projection length and the width of the underpinning column is not more than 600mm;
a transition cushion block (10) is welded at the junction of the arc-shaped rigid body and the tensioning anchoring rigid body, and the tangential included angle of curves at two sides of the connection point of the transition cushion block (10) and the arc-shaped steel plate (3) is 135-180 degrees;
the tensioning anchoring rigid body sequentially comprises a special-shaped steel plate (9) and a second anchor backing plate (12) from outside to inside, and the second anchor backing plate (12) is fixed on the outer side of the underpinning beam (1); the special-shaped steel plate (9) is provided with a conical hole at the anchoring position of the prestressed tendon (2), and the orifice size of the conical hole is matched with the size of the adopted prestressed tendon anchorage device;
the height h of the tensioning anchoring rigid body meets the following conditions:
h=Fl b /(4N)
wherein F is concentrated pre-pressurizing force required to be applied on a underpinning interface, N is tensioning control force of the pre-stressing tendon (2), and l is the tensioning control force of the pre-stressing tendon (2) b The projection length of the side anchor backing plate of the tension anchoring rigid body is not less than 200mm.
2. The external unbonded prestressed underpinning joint as claimed in claim 1, wherein the outer sides of the arc-shaped rigid bodies are welded with baffle plates (6), the distance between every two adjacent baffle plates (6) is 200-500mm, and the height of each baffle plate (6) protrudes out of the outer edge of each prestressed rib (2) by 20-50mm.
3. The external unbonded prestressed underpinning joint as claimed in claim 1, wherein the cross section of the deformed steel plate (9) is triangular or trapezoidal, the deformed steel plate (9) is provided with holes at the positions where the prestressed tendons (2) pass through, and the hole diameter is 3-5mm larger than the diameter of the prestressed tendons (2).
4. The external unbonded prestressed underpinning node of claim 1, wherein the tensioning anchoring rigid body and the arc rigid body are fixed with the underpinning beam (1) through embedded bars (8), the diameter of the embedded bars (8) at the side of the tensioning anchoring rigid body is not less than 16mm, the number of each side is not less than 3, and the distance between the embedded bars (8) at the outermost side and the edge of the underpinning beam (1) is not less than 300mm; the diameter of the embedded bars (8) on the arc rigid body side is the same as that of the embedded bars (8) on the stretch-draw-anchored rigid body side, the number of the embedded bars is not less than half of the number of the embedded bars (8) on the stretch-draw-anchored rigid body side, and the number of each side is not less than 2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201910318291.1A CN110056204B (en) | 2019-04-19 | 2019-04-19 | External unbonded prestress underpinning node |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910318291.1A CN110056204B (en) | 2019-04-19 | 2019-04-19 | External unbonded prestress underpinning node |
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| CN110056204A CN110056204A (en) | 2019-07-26 |
| CN110056204B true CN110056204B (en) | 2024-03-19 |
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| CN110656786B (en) * | 2019-10-22 | 2024-07-09 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel-concrete combined pile underpinning node and manufacturing method thereof |
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