CN217601208U - Vertical prestressing force system of railway bridge roof beam - Google Patents
Vertical prestressing force system of railway bridge roof beam Download PDFInfo
- Publication number
- CN217601208U CN217601208U CN202123146076.XU CN202123146076U CN217601208U CN 217601208 U CN217601208 U CN 217601208U CN 202123146076 U CN202123146076 U CN 202123146076U CN 217601208 U CN217601208 U CN 217601208U
- Authority
- CN
- China
- Prior art keywords
- anchor
- steel strand
- plate
- strand wires
- clamping piece
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a vertical prestressing force system of railroad bridge, including stretch-draw end, steel strand wires and anchor end, stretch-draw end and anchor end set up in the steel strand wires both ends, and the anchor section sets up inside the concrete, and stretch-draw end sets up in the concrete surface, and the steel strand wires include that prestressing force steel strand wires, time delay fixed bed and sheath, prestressing force steel strand wires are the steel strand wires that a plurality of steel strand wires are constituteed, and the time delay fixed bed sets up in prestressing force steel strand wires restraints skin, sheath parcel time delay fixed bed.
Description
Technical Field
The utility model relates to a prestressing force stretch-draw field especially relates to a vertical prestressing force system of railway bridge.
Background
According to the regulation of the current design standard of railway bridge and culvert concrete structures, the retraction amount of the anchorage device is not more than 6mm, and the retraction amount loss is not more than 3.5 percent of the design tension control stress. In each current domestic prestress tensioning system, when the clip type anchorage adopts automatic follow-up anchorage, the retraction amount of the anchorage is about 6mm generally; if the top pressure type anchoring is adopted, the retraction amount of the anchorage device is about 3-4 mm. For long prestressed steel strands (generally more than 20 m), the prestress loss caused by the retraction amount of the anchorage device is very small, and the requirement of tension control stress can be met; however, for short prestressed steel strands (generally 2-10 m), the retraction amount of the ordinary clip-type anchorage device is difficult to meet the requirement of tension control stress, and the requirement can not be met.
At present, the vertical prestress of the railway concrete bridge is mainly a finish rolling deformed steel bar anchorage. The method has the main problems that firstly, the relaxation rate is high, and the short-distance finish rolling deformed steel bar is sensitive to relaxation in terms of stress, so that the large prestress loss is caused; secondly, the finish-rolled deformed steel bar has low strength, and steel can be wasted only by increasing the diameter of the steel bar to meet the bearing capacity requirement; thirdly, the grouting process is complex and greatly influenced by construction quality.
A railway bridge vertical prestress system is needed to solve the problems.
Disclosure of Invention
The utility model aims to solve the problems that the prior anchorage device in the prior art has high relaxation rate, and the deformed steel bar is sensitive to relaxation in stress, resulting in large prestress loss; the finish-rolled deformed steel bar has low strength, and steel waste can be caused only by increasing the diameter of the steel bar in order to meet the bearing capacity requirement; the grouting process is complex and greatly influenced by construction quality, and the vertical prestress system for the railway bridge is provided.
The utility model provides a vertical prestressing force system of railroad bridge, including stretch-draw end, steel strand wires and anchor end, stretch-draw end and anchor end set up in the steel strand wires both ends, and the anchor section sets up inside the concrete, and stretch-draw end sets up in the concrete surface, and the steel strand wires include prestressing force steel strand wires, time delay fixed bed and sheath, prestressing force steel strand wires and be the steel strand wires that a plurality of steel strand wires are constituteed, and the time delay fixed bed sets up in prestressing force steel strand wires restraints skin, sheath parcel time delay fixed bed.
A vertical prestressing force system of railroad bridge, as preferred mode, the tensioning end includes first anchor slab, first anchor backing plate, first clamping piece, first spiral muscle and locking bolt, first anchor backing plate sets up in the concrete surface, lock nut, first anchor slab, first clamping piece and steel strand wires tip are nested from the extroversion in proper order, lock nut, first anchor slab, first clamping piece sets up in first anchor backing plate outside face, the tip of steel strand wires passes first anchor backing plate from inside to outside in proper order, first anchor slab and first clamping piece, first spiral muscle sets up in that first anchor backing plate pastes concrete face inboard and sets up in the concrete, first spiral muscle, the tip of steel strand wires, first anchor slab and first clamping piece coaxial line.
A vertical prestressing force system of railway bridge, as preferred mode, the anchor end includes the second anchor slab, the second anchor backing plate, second clamping piece and second spiral muscle, the second anchor backing plate is buried inside the concrete, the second anchor slab, second clamping piece and steel strand wires tip are from outside to inside nested in proper order, the second anchor slab, the second clamping piece sets up in the inboard face of second anchor backing plate, the tip of steel strand wires passes the second anchor backing plate from inside to outside in proper order, second anchor slab and second clamping piece, second spiral muscle sets up in second anchor backing plate orientation stretch-draw end one side and sets up in the concrete, second spiral muscle, the tip of steel strand wires, second anchor slab and second clamping piece coaxial line.
A vertical prestressing force system of railway bridge roof beam, as preferred mode, the anchor end includes P anchor, second anchor backing plate and second spiral muscle, inside the second anchor backing plate buries in the concrete, P anchor steel strand wires tip, the P anchor sets up in the inboard face of second anchor backing plate, the tip of steel strand wires passes second anchor backing plate and P anchor from inside to outside in proper order, the second spiral muscle sets up and sets up in the concrete in second anchor backing plate orientation stretch-draw end one side, the tip and the P anchor coaxial line of second spiral muscle, steel strand wires.
A vertical prestressing force system of railway bridge, as preferred mode, the vertical prestressing force body of railway bridge still includes straining device, straining device sets up in the stretch-draw end outside and the tip that stretch-draw steel strand wires are located the stretch-draw end outside, straining device includes the instrument clamping piece, the instrument anchor slab, first jack, the second jack, the limiting plate, the first ejector pin of a pair of relative setting and the second ejector pin of a pair of relative setting, first jack and second jack are hollow jack, the instrument clamping piece sets up in instrument anchor slab face through-hole position and stretch-draw steel strand wires tip, the limiting plate sets up in first anchor slab top, steel strand wires pass the limiting plate, second ejector pin one end and second jack coaxial coupling, the perpendicular anchor backing plate upper surface of connecting of second ejector pin free end. The free end of the second jack jacks the bottom end of the working anchor plate, the first ejector rod is coaxially connected with the first jack, the free end of the first ejector rod is vertically connected with the upper surface of the limiting plate, the lower surface of the anchor plate of the first jack jacking tool, and the diameter of the first jack is smaller than that of the second jack.
A vertical prestressing force system of railway bridge roof beam, as preferred mode, the time delay fixed bed is used for time delay bonding steel strand and sheath.
The construction method of the technical scheme comprises the following steps:
s1, mounting a prestress system and pouring concrete:
the anchor end is assembled, the clamping piece type anchorage device is formed by clamping a clamping piece and a steel strand in advance, and the P anchor is formed by extruding an extrusion anchor head and the steel strand through special equipment. The clip type anchorage and the P anchor are tightly attached to the anchor backing plate. Installing a template, arranging an anchorage device at an anchoring end, a slow bonding steel strand, a spiral rib and an anchor backing plate at a tensioning end, and fixing an anchoring system by adopting a positioning measure. Directly pouring concrete on the slow bonding prestressed steel strand, fully vibrating and maintaining;
s2, prestress tension:
a. when a low retraction anchor is employed:
after the concrete reaches the design strength, the anchoring effect is realized through two times of tensioning. The design tension force is achieved by tensioning the steel strand by the oil pressure control jack 1 for the first time, the ejector rod 1 jacks the clamping piece into the anchor plate through the limiting plate under the action of oil pressure before oil return, the oil return achieves anchoring, and the retraction amount of the prestressed steel strand is about 6mm generally at the moment. The second tensioning is to lock the bearing nut to reduce the excessive retraction amount of the prestressed steel strand after the first tensioning and anchoring. Through the control oil way, the jack 2 stretches the steel strand under the second-time oil pressure control, the steel strand drives the anchorage device to be pulled together, the elongation of the jack is the retraction amount of the steel strand during the first-time stretching, the rotatable pressure-bearing nut is tightly propped against the anchor backing plate at the moment, all parts of the anchorage device are locked, and the locking of the anchor is completed. After the secondary tensioning is finished, the total retraction amount of the steel strand can be ensured to be less than 1mm;
b. when the common clamping piece anchorage is adopted:
after the concrete reaches the design strength, the anchoring effect is realized through one-time tensioning;
s3, tensioning end sealing anchor:
and after tensioning is finished, sealing the anchor hole at the tensioning end. Arranging well-shaped ribs in the anchor recess, and filling the anchor recess with C50 compensation shrinkage concrete;
s4, transformation of anchoring system
After tensioning is finished, the prestress is transmitted to the concrete by the anchorage device, and the steel strand and the concrete are not bonded. With the gradual hardening of the delayed coagulation adhesive wrapped on the prestressed steel strand, the prestressed steel strand and the concrete have cohesive force, and the tensile force is transferred from the anchorage device to the cohesive force between the prestressed steel strand and the hardened delayed coagulation adhesive.
The utility model discloses beneficial effect as follows:
(1) The delayed coagulation adhesive wrapped on the prestressed steel strand is gradually hardened, the prestressed steel strand and the concrete form adhesive force, and the prestressed stress borne by the anchor backing plate is transferred to be borne by the adhesive force between the steel strand and the concrete;
(2) The bundled slow-bonding steel strands can vertically pass through the anchor backing plate, and part of the steel strands can also pass through the anchor backing plate at a certain angle.
Drawings
FIG. 1 is a schematic view of a vertical prestressing system for railroad bridges;
FIG. 2 is a schematic diagram of a steel strand of a vertical prestressed system of a railroad bridge;
FIG. 3 is a schematic view of a tension end of a railway bridge vertical pre-stress system;
FIG. 4 is a schematic view of an anchoring end of an embodiment 1 of a railway bridge vertical pre-stress system;
FIG. 5 is a schematic view of an anchoring end of an embodiment 2 of a vertical prestress system for a railroad bridge;
FIG. 6 is a schematic view of an embodiment 3 of a vertical prestressing system for railroad bridges;
fig. 7 is a schematic view of a tensioning mechanism of a railway bridge vertical prestress system.
Reference numerals:
1. stretching the end; 11. a first anchor plate; 12. a first anchor backing plate; 13. a first clip piece; 14. A first spiral rib; 15. locking the bolt; 2. steel strand wires; 21. a prestressed steel strand bundle; 22. A delay fixing layer; 23. a sheath; 3. an anchoring end; 31. a second anchor plate; 32. a second anchor backing plate; 33. a second clip; 34. a second spiral rib; 35. a P anchor; 4. a tensioning mechanism; 41. A tool clamping piece; 42. a tool anchor plate; 43. a first jack; 44. a second jack; 45. A limiting plate; 46. a first ejector rod; 47. and a second ejector rod.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments.
Example 1
As shown in fig. 1, a railway bridge vertical prestress system comprises a tension end 1, a steel strand 2 and an anchoring end 3, wherein the tension end 1 and the anchoring end 3 are arranged at two end parts of the steel strand 2, an anchoring section is arranged in concrete, and the tension end 1 is arranged on the surface of the concrete;
as shown in fig. 2, the steel strand 2 includes a prestressed steel strand bundle 21, a delay fixing layer 22 and a sheath 23, the prestressed steel strand bundle 21 is a steel strand bundle 2 composed of a plurality of steel strands 2, the delay fixing layer is disposed on the outer layer of the prestressed steel strand bundle 21, and the sheath wraps the delay fixing layer 22. The delay fixing layer 22 is used for delay bonding the prestressed steel strand bundle 21 and the sheath 23.
As shown in fig. 3, the tensioning end 1 includes a first anchor plate 11, a first anchor backing plate 12, a first clamping piece 13, a first spiral rib 14 and a locking nut 15, the first anchor backing plate 12 is arranged on the outer surface of the concrete, the locking nut 15, the first anchor plate 11, the first clamping piece 13 and the end portion of the steel strand 2 are nested from outside to inside in sequence, the locking nut 15, the first anchor plate 11, the first clamping piece 13 is arranged on the outer side plate surface of the first anchor backing plate 12, the end portion of the steel strand 2 penetrates through the first anchor backing plate 12 from inside to outside in sequence, the first anchor plate 11 and the first clamping piece 13, the first spiral rib 14 is arranged on the inner side of the concrete plate surface of the first anchor backing plate 12 and is arranged in the concrete, the first spiral rib 14, the end portion of the steel strand 2, the first anchor plate 11 and the first clamping piece 13 are coaxial.
As shown in fig. 4, the anchoring end 3 includes a second anchor plate 31, a second anchor backing plate 32, a second clamping piece 33 and a second spiral rib 34, the second anchor backing plate 32 is buried inside the concrete, the second anchor plate 31, the second clamping piece 33 and the end of the steel strand 2 are nested from outside to inside in sequence, the second anchor plate 31, the second clamping piece 33 are arranged on the inner side plate surface of the second anchor backing plate 32, the end of the steel strand 2 sequentially penetrates through the second anchor backing plate 32 from inside to outside, the second anchor plate 31 and the second clamping piece 33, the second spiral rib 34 is arranged on one surface of the second anchor backing plate 32 facing the tensioning end 1 and is arranged in the concrete, the second spiral rib 34, the end of the steel strand 2, and the second anchor plate 31 and the second clamping piece 33 are coaxial.
The railway bridge vertical prestress system comprises a tensioning end, a retarded adhesive steel strand and an anchoring end. And the slow-bonding prestressed steel strand is combined with the anchor plate at the tensioning end by using a clamping piece, and the tensioned prestress is transferred to the anchor backing plate by meshing the threads between the locking nut and the anchor plate. The single anchor and group anchor mode can be adopted, and the single-hole prestressed beam comprises 1-10 steel strands.
The tensioning end comprises an anchor plate, a clamping piece, a locking nut, an anchor backing plate and a spiral rib. The lock nut structure is convenient for manual screwing or screwing of an electric wrench carried by the jack.
The slow bonding prestressed steel strand comprises a sheath, a prestressed steel strand and a slow-setting adhesive. The strength grades of the prestressed steel strands comprise 1860MPa, 1960MPa, 2000MPa, 2100MPa, 2200MPa, 2300MPa and 2400MPa grades. The diameter of the steel strand is 15.2mm, 17.8mm, 21.8mm and 28.6mm, and the steel strand comprises two steel strand structures of 1 × 7 and 1 × 19. The outer side of the sheath is of a dent structure, so that the binding power between the concrete and the sheath is increased. The slow-bonding agent adopts two types of thermosetting type and moisture type.
The anchoring end comprises two forms, namely a clamping piece type anchoring system and a P anchoring system. The clamping piece type anchoring system comprises clamping pieces, an anchor plate, an anchor backing plate and spiral ribs. The P-shaped anchoring system comprises an extrusion anchor, an anchor backing plate and a spiral rib.
Example 2
As shown in fig. 5, different from embodiment 1, the anchoring end 3 includes a P anchor 35, a second anchor plate 32 and a second spiral rib 34, the second anchor plate 32 is buried in the concrete, the P anchor 35 anchors the end of the steel strand 2, the P anchor 35 is disposed on the inner side of the second anchor plate 32, the end of the steel strand 2 sequentially passes through the second anchor plate 32 and the P anchor 35 from inside to outside, the second spiral rib 34 is disposed on the side of the second anchor plate 32 facing the tensioning end 1 and disposed in the concrete, and the second spiral rib 34, the end of the steel strand 2 and the P anchor 35 are coaxial.
Example 3
As shown in fig. 6, the vertical prestressed body of the railroad bridge further comprises a tensioning mechanism 4, wherein the tensioning mechanism 4 is arranged at the outer side of the tensioning end 1, and the tensioning steel strand 2 is positioned at the end part of the outer side of the tensioning end 1;
as shown in fig. 7, the tensioning mechanism 4 includes a tool clamping piece 41, a tool anchor plate 42, a first jack 43, a second jack 44, a limiting plate 45, a pair of first ejector rods 46 arranged oppositely and a pair of second ejector rods 47 arranged oppositely, the first jack 43 and the second jack 44 are both hollow jacks, the tool clamping piece 41 is arranged at a position of a through hole on a plate surface of the tool anchor plate 42 and tensions the end part of the steel strand 2, the limiting plate 45 is arranged at the top end of the first anchor plate 11, the steel strand 2 passes through the limiting plate 45, one end of the second ejector rod 47 is coaxially connected with the second jack 44, and the free end of the second ejector rod 47 is vertically connected with the upper surface of the anchor backing plate. The free end of the second jack 44 lifts the bottom end of the working anchor plate, the first ejector rod 46 is coaxially connected with the first jack 43, the free end of the first ejector rod 46 is vertically connected with the upper surface of the limiting plate 45, the first jack 43 lifts the lower surface of the tool anchor plate 42, and the diameter of the first jack 43 is smaller than that of the second jack 44.
The above, only be the embodiment of the preferred of the present invention, but the protection scope of the present invention is not limited thereto, and any person skilled in the art is in the technical scope of the present invention, according to the technical solution of the present invention and the utility model, which are designed to be replaced or changed equally, all should be covered within the protection scope of the present invention.
Claims (6)
1. The utility model provides a vertical prestressing force system of railway bridge which characterized in that: including stretch-draw end (1), steel strand wires (2) and anchor end (3), stretch-draw end (1) with anchor end (3) set up in steel strand wires (2) both ends, anchor end (3) set up inside the concrete, stretch-draw end (1) sets up in the concrete surface, steel strand wires (2) are including prestressing force steel strand bundle (21), time delay fixed bed (22) and sheath (23), prestressing force steel strand bundle (21) are the steel strand bundle that a plurality of steel strand wires are constituteed, time delay fixed bed (22) set up in prestressing force steel strand bundle (21) are outer, sheath (23) parcel time delay fixed bed (22).
2. The railway bridge vertical prestress system of claim 1, wherein: tensioning end (1) includes first anchor slab (11), first anchor backing plate (12), first clamping piece (13), first spiral muscle (14) and lock nut (15), first anchor backing plate (12) sets up in the concrete surface, lock nut (15) first anchor slab (11) first clamping piece (13) with steel strand wires (2) tip is in proper order from outside to inside nested, lock nut (15) first anchor slab (11) first clamping piece (13) set up in first anchor backing plate (12) outside face, the tip of steel strand wires (2) passes in proper order from inside to outside first anchor backing plate (12) first anchor slab (11) with first clamping piece (13), first spiral muscle (14) set up in first anchor backing plate (12) is close to paste the concrete face inboard and set up in the concrete, first spiral muscle (14) the tip of steel strand wires (2) first anchor slab (11) with first coaxial line clamping piece (13).
3. The railway bridge vertical prestress system according to claim 1, wherein: anchor end (3) include second anchor plate (31), second anchor backing plate (32), second clamping piece (33) and second spiral muscle (34), second anchor backing plate (32) are buried inside the concrete, second anchor plate (31) second clamping piece (33) with steel strand wires (2) tip is from outside-in nested in proper order, second anchor plate (31) second clamping piece (33) set up in the inboard face of second anchor backing plate (32), the tip of steel strand wires (2) passes from inside to outside in proper order second anchor backing plate (32) second anchor plate (31) with second clamping piece (33), second spiral muscle (34) set up in second anchor backing plate (32) are towards stretch-draw end (1) one side and set up in the concrete, second spiral muscle (34) the tip of steel strand wires (2) second anchor plate (31) with second clamping piece (33) coaxial line.
4. The railway bridge vertical prestress system of claim 1, wherein: anchor end (3) include P anchor (35), second anchor plate (32) and second spiral muscle (34), second anchor plate (32) are buried inside the concrete, P anchor (35) anchor steel strand wires (2) tip, P anchor (35) set up in the inboard face of second anchor plate (32), the tip of steel strand wires (2) passes from inside to outside in proper order second anchor plate (32) with P anchor (35), second spiral muscle (34) set up in second anchor plate (32) are towards stretch-draw end (1) one side and set up in the concrete, second spiral muscle (34) the tip of steel strand wires (2) with P anchor (35) coaxial line.
5. The railway bridge vertical prestress system of claim 2, wherein: the vertical prestressed body of the railway bridge further comprises a tensioning mechanism (4), the tensioning mechanism (4) is arranged at the outer side of the tensioning end (1) and is used for tensioning the steel strand (2) at the end part of the outer side of the tensioning end (1), the tensioning mechanism (4) comprises a tool clamping piece (41), a tool anchor plate (42), a first jack (43), a second jack (44), a limiting plate (45), a pair of first ejector rods (46) which are oppositely arranged and a pair of second ejector rods (47) which are oppositely arranged, the first jack (43) and the second jack (44) are hollow jacks, the tool clamping piece (41) is arranged at the position of a plate through hole of the tool anchor plate (42) and is used for tensioning the end part of the steel strand (2), the limiting plate (45) is arranged at the top end of the first anchor plate (11), the steel strand (2) penetrates through the limiting plate (45), one end of the second ejector rod (47) is coaxially connected with the second jack (44), the free end of the second ejector rod (47) is connected with the free end of the first jack (46), and the free end of the second jack (46) is connected with the free end of the free jack, the first jack (43) jacks the lower surface of the tool anchor plate (42), and the diameter of the first jack (43) is smaller than that of the second jack (44).
6. The railway bridge vertical prestress system according to claim 1, wherein: the delay fixing layer (22) is used for bonding the prestressed steel strand bundle (21) and the sheath (23) in a delay mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123146076.XU CN217601208U (en) | 2021-12-15 | 2021-12-15 | Vertical prestressing force system of railway bridge roof beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202123146076.XU CN217601208U (en) | 2021-12-15 | 2021-12-15 | Vertical prestressing force system of railway bridge roof beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217601208U true CN217601208U (en) | 2022-10-18 |
Family
ID=83561900
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202123146076.XU Active CN217601208U (en) | 2021-12-15 | 2021-12-15 | Vertical prestressing force system of railway bridge roof beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217601208U (en) |
-
2021
- 2021-12-15 CN CN202123146076.XU patent/CN217601208U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US3967421A (en) | Tie formed of stressed high-tensile steel tendons | |
| CN109750599B (en) | Slow-bonding low-retraction prestressed short cable system and calculation and tensioning methods | |
| CN2739290Y (en) | Steel strand vertical prestress anchoring system | |
| CN101210447A (en) | Steel strand integral bundle extrusion anchor cable guy cable | |
| CN107905103A (en) | A kind of prestress anchorage system and its construction method with compression spring | |
| CN202031027U (en) | Whole replaceable anchorage system | |
| CN217601208U (en) | Vertical prestressing force system of railway bridge roof beam | |
| CN107034785A (en) | Rope construction method is changed in a kind of interchangeable anchorage prestress anchoraging device and its installation | |
| CN104690665B (en) | Double-layer jig for fatigue elongation test of ordinary steel bar and prestressed steel bar, as well as mounting technique for double-layer jig | |
| USRE34350E (en) | Tie formed of stressed high-tensile steel tendons | |
| CN207525618U (en) | A kind of prestress anchorage system with compression spring | |
| CN217268360U (en) | Grouting-free low-retraction anchor cable system | |
| DE4009800A1 (en) | Fastening foundation anchor bolt head - inserts all threaded sections of tensile members into lower anchor disc, clamps them, and secures sequentially | |
| CN110485631A (en) | There is the pretensioned prestressing precast beam of anchor head in a kind of end | |
| CN217601842U (en) | Continuous beam web structure applying slow-bonding vertical prestress system | |
| CN211007319U (en) | Beam end anchorage device for pre-tensioning method prestressed precast beam | |
| CN204435230U (en) | Clip type fixed end ground tackle | |
| CN211007318U (en) | Non-retraction anchorage device for post-tensioning prestressed steel strand | |
| CN109826323B (en) | Flexible high-strength connecting rib and assembly method thereof | |
| CN209874067U (en) | Flexible high-strength connecting rib | |
| CN210316492U (en) | Cantilever beam connecting structure | |
| CN113481870A (en) | Prestressed anchoring structure system for assembling multi-segment bridge pier and assembling construction method of multi-segment bridge pier | |
| AT166309B (en) | Method and device for generating prestressing in concrete reinforcement | |
| EP3336258B1 (en) | End anchorage for a soil and/or rock anchor | |
| CN214364976U (en) | High-strength flexible bamboo anchor self-locking type adjusting structure for deep foundation pit bearing platform construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |