CN113585091A - Construction method of super-long prestressed steel beam - Google Patents
Construction method of super-long prestressed steel beam Download PDFInfo
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- CN113585091A CN113585091A CN202111024863.9A CN202111024863A CN113585091A CN 113585091 A CN113585091 A CN 113585091A CN 202111024863 A CN202111024863 A CN 202111024863A CN 113585091 A CN113585091 A CN 113585091A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 138
- 239000010959 steel Substances 0.000 title claims abstract description 138
- 238000010276 construction Methods 0.000 title claims abstract description 69
- 238000007789 sealing Methods 0.000 claims abstract description 34
- 230000000149 penetrating effect Effects 0.000 claims abstract description 19
- 210000002435 tendon Anatomy 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims description 25
- 239000004567 concrete Substances 0.000 claims description 16
- 239000011148 porous material Substances 0.000 claims description 14
- 238000009941 weaving Methods 0.000 claims description 12
- 238000005520 cutting process Methods 0.000 claims description 9
- 238000005516 engineering process Methods 0.000 claims description 9
- 230000007704 transition Effects 0.000 claims description 9
- 238000009434 installation Methods 0.000 claims description 8
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 230000008569 process Effects 0.000 description 16
- 230000035515 penetration Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 239000011513 prestressed concrete Substances 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000011378 penetrating method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a construction method of an ultra-long prestressed steel strand, which comprises the following steps: positioning and mounting the prestressed pipeline; penetrating the top surface prestressed steel beam; top surface prestress tension; grouting the top surface prestressed tendon pipeline; and (4) sealing the anchor by prestress on the top surface. Has the advantages that: the construction method of' pulling (pulling a whole rope to penetrate through a hole), reserving (pulling the rope, tensioning and grouting by using a reserved hole position), and adding (increasing a tensioning port and an anchor sealing notch) is adopted, so that the problems that the space of the top surface ultra-long prestressed steel bundle is limited during construction, time and labor are wasted, a steel strand is easy to cause hole wall damage, grouting is not full, and anchor sealing construction is difficult are solved.
Description
Technical Field
The invention relates to the field of bridge engineering construction, in particular to a construction method of an ultralong prestressed steel strand.
Background
Prestressed concrete construction technology is generally adopted to ensure the safety and stability of the large-span concrete structure. The whole process of whole prestressed construction is run through for pipeline pre-embedding, rope penetrating, tensioning, grouting and anchor sealing in the prestressed concrete construction technology.
Most of prestressed steel strands in the existing construction method are arranged on a vertical surface and a bottom surface, manual strand penetration is usually adopted, and the maximum length of the manual strand penetration is generally within 70 m. However, for the ultra-long prestressed steel beam with the top surface thin layer structure, how to save time and labor to ensure the realization of the ultra-long prestressed penetration, tensioning, grouting and anchor sealing is a great technical difficulty. The top surface of the thin-layer structure is limited in operation space due to the limitation of the box girder top plate, time and labor are wasted in manual operation, the more steel strands in the corrugated pipe are, the more difficult the steel strands are to be completed, the segmented traction mode is adopted in general construction, traction holes are formed in the corrugated pipe, and the quality hidden danger exists.
The existing prestress strand pulling machine is applied to the ultra-long prestress strand pulling construction, but only can realize single driving in the strand pulling process, and can only be repeatedly carried out on steel strands with multiple steel strands. During the bundle penetrating process, particularly when the last steel strands are easy to collide with the pipe wall, if forced pressing is carried out, the pipeline can be damaged, and concrete and pipeline fragments fall off to cause pipeline blockage; meanwhile, the construction is difficult due to the limited space of the prestressed follow-up grouting and anchor sealing. Therefore, the prior art takes time and labor for the ultra-long prestress beam penetration and the prestress construction quality is difficult to ensure.
In addition, the longest longitudinal prestressed steel beam on the top surface exceeds 200m during construction of the existing large-span continuous beam, and the indoor space of the box chamber is limited due to the diaphragm beam. How to realize the technical problems of top surface steel strand threading, tensioning, grouting and anchor sealing in a limited space becomes a problem to be solved.
An effective solution to the problems in the related art has not been proposed yet.
Disclosure of Invention
Aiming at the problems in the related art, the invention provides a construction method of an ultra-long prestressed steel strand, which aims to overcome the technical problems in the prior related art.
Therefore, the invention adopts the following specific technical scheme:
a construction method of an ultra-long prestressed steel strand comprises the following steps:
positioning and mounting the prestressed pipeline;
penetrating the top surface prestressed steel beam;
top surface prestress tension;
grouting the top surface prestressed tendon pipeline;
and (4) sealing the anchor by prestress on the top surface.
Further, the positioning and installation of the pipeline comprises the following steps:
adopting a plastic corrugated pipe to carry out longitudinal prestress hole forming;
the pipeline installation, the steel bar binding and the template installation are carried out alternately;
the well-shaped positioning steel bars are firmly welded with the steel bar framework;
checking whether the corrugated pipe is broken or not;
the liner tube is drawn to prevent the concrete in the tube from solidifying.
Further, the top prestressed steel strand penetrating method comprises the following steps:
mounting a traction cable by reserving a long and slant reserved hole on the extension line of the corresponding construction hole position;
the prestressed steel beam whole hole is arranged in a penetrating way.
Furthermore, the traction cable is formed by penetrating a single steel strand by using a mechanical strand penetrating machine.
Further, the prestressed steel strand whole hole drilling method comprises the following steps:
weaving steel wires in a staggered manner and processing the ends of the steel bundles;
by adopting a deep-buried anchor technology, an anchor backing plate is buried in the structure and is 0.2m away from the outline side line of the structure to form a groove, and an extension cylinder is arranged between the anchor backing plate and a tensioning oil roof for transition during tensioning;
and reserving a cable-passing hole at the front end of the tooth block, dragging the whole bundle of steel strands by using a manual auxiliary machine, reserving enough working length after the steel strands are guided to the other end, and cutting the steel strands by using a grinding machine.
Further, the steel strand dislocation steel wire weaving and steel bundle end treatment comprises the following steps:
the steel strand is woven in a staggered manner to form a conical body at the front end;
weaving one end of a guide rope and a whole bundle of steel strands needing to be penetrated into a bundle together into a cone shape by adopting a thin steel wire;
and cutting off the steel strand at the braided redundant position by using a grinding wheel machine after the strand pulling is finished.
Further, the top surface prestress tension comprises the following steps:
two oil top working reserved small holes are reserved on the beam surface, a steel wire rope penetrates through the two oil top working reserved small holes, and a hoisting support is arranged on the beam top surface to be inversely hung with a chain block;
hoisting the internal tensile oil jack of the beam by using a chain block on the top surface of the beam, and erecting an operation platform or using an inspection trolley in the beam;
and installing a limiting plate, an anchorage device and a clamping piece transition ring and finishing the tensioning work.
Further, the top surface prestressed tendon pipeline grouting method comprises the following steps of:
grouting within 48 hours after the tensioning construction is finished;
cutting off the exposed steel strand, and sealing the anchor;
and cleaning grouting holes in the anchor backing plate.
Further, the grouting method comprises the following steps:
trying to vacuumize, and starting a vacuum pump to enable the negative pressure of the system to reach 0.07-0.1 Mpa;
when the vacuum degree of the pore passage is kept stable, stopping the pump for 1 minute;
if the pressure drop is less than 0.02Mpa, the pore canal is judged to be vacuum, and if the pressure drop is more than 0.02Mpa, the pore canal is not completely sealed, and the pore canal needs to be checked and corrected before grouting.
Further, the top surface prestress anchor sealing comprises the following steps:
adopting an iron wire to directly fix the tensioning end anchor sealing template on the top surface of the beam from the top surface;
arranging a preformed hole on the top surface of the deep-buried anchor port;
and pouring anchor sealing concrete from the top surface of the beam and vibrating the concrete to be dense.
The invention has the beneficial effects that: the construction method of' pulling (pulling a whole rope to penetrate through a hole), reserving (pulling the rope, tensioning and grouting by using a reserved hole position), and adding (increasing a tensioning port and an anchor sealing notch) is adopted, so that the problems that the space of the top surface ultra-long prestressed steel bundle is limited during construction, time and labor are wasted, a steel strand is easy to cause hole wall damage, grouting is not full, and anchor sealing construction is difficult are solved.
And has the following technical advantages:
1. the machine replaces manpower, the strand pulling machine provides power, steel strands are pulled through, and the effect is improved;
2. the zero-clearing and incomplete-clearing method is guided by a traction cable, so that the whole prestressed tendon is penetrated through; the problem that the construction period of repeated threading of a single steel strand is long is solved, and meanwhile, relative straightening and looseness among the steel strands can be guaranteed by the aid of the whole hole threading;
3. a cable-penetrating pore channel is reserved on the beam surface, the steel strand and the strand-penetrating machine are both placed on the beam surface, the whole strand-penetrating process is basically carried out on the beam surface, and the influence caused by the limitation of the lower space can be effectively avoided;
4. the staggered steel wire weaving enables the prestressed joint to form a conical joint, and the front end of the prestressed joint is provided with a protective cover, so that the steel bundle is effectively isolated from the hole wall;
5. the design of deeply burying the anchor at the anchoring end takes a transition ring as a support, and utilizes the gap of an orifice to adjust the deviation of the anchor to prevent the stress concentration on the anchor backing plate. The design of the deep-buried anchor groove ensures that the anchor sealing construction operation is simple and the construction quality is ensured;
6. the application of the construction technology realizes the high-efficiency, quick and high-quality prestress construction under the condition that the space in the box room is limited, and the technology can be transversely extended, is applied to the construction of prestress structures without construction conditions below steel-concrete composite beams and the like, and has wide application scenes.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a flow chart of a construction method of an ultra-long prestressed steel strand according to an embodiment of the present invention;
FIG. 2 is a top prestress layout of a box girder according to an embodiment of the present invention;
FIG. 3 is a schematic drawing of a pull cable installation according to an embodiment of the present invention;
FIG. 4 is a schematic drawing of a prestressing strand weave according to an embodiment of the present invention;
FIG. 5 is a schematic view of a deeply buried anchor according to an embodiment of the present invention;
FIG. 6 is a schematic drawing of a pull reeving in accordance with an embodiment of the present invention;
FIG. 7 is a schematic top surface tension according to an embodiment of the present invention;
FIG. 8 is a schematic illustration of an anchor seal according to an embodiment of the present invention.
Detailed Description
For further explanation of the various embodiments, the drawings which form a part of the disclosure and which are incorporated in and constitute a part of this specification, illustrate embodiments and, together with the description, serve to explain the principles of operation of the embodiments, and to enable others of ordinary skill in the art to understand the various embodiments and advantages of the invention, and, by reference to these figures, reference is made to the accompanying drawings, which are not to scale and wherein like reference numerals generally refer to like elements.
According to the embodiment of the invention, a construction method of an ultra-long prestressed steel strand is provided.
The construction method mainly comprises the following steps: positioning and installing a pipeline → penetrating a top prestressed tendon → tensioning a top prestressed tendon → grouting the pipeline with the top prestressed tendon → sealing an anchor by the top prestressed tendon, and the like; and optimizing and innovating the whole construction process of the top surface prestressed steel beam. The working efficiency is effectively improved through the construction process of 'pulling (the whole hole of the mechanical pulling rope is penetrated), reserving (the rope is penetrated, the tensioning and the grouting are carried out by adopting reserved hole positions) + (the tensioning port is additionally provided with a tensioning and anchor sealing notch)', the limitation of the space problem in the top surface prestress construction is reduced, and the whole process construction of the top surface steel beam is smoothly completed.
The method mainly comprises the following steps: firstly, the traction is realized by driving a guide rope to penetrate through a whole hole by a manual auxiliary machine, so that the effect is improved; comprehensively considering 'staying' in the top surface prestress construction, considering reserved hole sites in quantity, precision and operability, and simultaneously considering the optimization and lofting of cable threading, tensioning, grouting and anchor sealing in each process; and thirdly, the 'adding' mainly considers the factors of positioning, fixing, concrete pouring and the like of the end template due to the limited top surface space in the processes of tensioning and sealing the top surface overlength cable, and takes measures to 'avoid the damage of the end' so as to improve the construction quality.
Referring to the drawings and the detailed description, the invention will be further explained, as shown in fig. 1, in an embodiment of the invention, a construction method of an ultra-long prestressed steel strand includes the following steps:
s1, positioning and mounting the prestressed pipeline;
wherein, step S1 includes the following steps:
s11, longitudinal prestress hole forming is carried out by adopting a plastic corrugated pipe;
s12, performing pipeline installation, steel bar binding and template installation alternately;
s13, welding the positioning steel bars in the shape of the Chinese character jing with the steel bar framework firmly;
in addition, the principle that one channel is arranged every 1m of a straight line section and one channel is arranged every 0.5m of a curve section is followed, so that the accuracy and reliability of the positioning of the pore channel can be ensured and the floating and the lateral bending can be prevented in the installation process of the prestressed corrugated pipe;
s14, checking whether the corrugated pipe is broken or not, and preventing the corrugated pipe from leaking slurry to block the pipeline;
and S15, pumping the liner pipe to prevent the concrete in the pipe from solidifying.
S2, penetrating the top prestressed steel beam;
as shown in fig. 2-3, step S2 includes the following steps:
s21, mounting the traction cable by reserving the inclined and long reserved holes on the corresponding construction hole position extension lines (two persons can finish the operation, the labor intensity is greatly reduced, and the production efficiency is improved);
in addition, the traction cable adopts a single steel strand and is penetrated and arranged by a mechanical strand penetrating machine, and the steel strand is easy to penetrate and arrange due to the fact that the size of the single steel strand is smaller than that of the hole channel.
S22, perforating the prestressed steel bundle whole hole;
as shown in fig. 4 to 6, step S22 includes the following steps:
s221, weaving steel wires in a staggered mode and processing steel bundle ends;
further, step S221 includes the following steps:
s2211, weaving steel strands in a staggered mode to form a conical body at the front end;
s2211, weaving one end of the guide rope and the whole bundle of steel strands needing to be bundled together into a cone shape by adopting a thin steel wire;
s2211, cutting off the steel strand at the braided redundant part by using a grinding wheel machine after the strand penetrating is finished.
S222, adopting a deep-buried anchor technology, burying an anchor backing plate in the structure, forming a groove (the open design can reduce the friction between a pipeline and the whole bundle of steel bundles) within 0.2m from the side line of the outer contour of the structure, and arranging an extension cylinder for transition between the anchor backing plate and a tensioning oil top during tensioning, so that the deviation of the anchor is adjusted through the gap between a transition ring and the groove wall, the anchor is ensured to be positioned in the groove of the anchor backing plate, and the stress concentration is prevented;
s223, reserving a cable-passing hole at the front end of the tooth block, dragging the whole bundle of steel strands by using a manual auxiliary machine, reserving enough working length after the steel strands are guided to the other end, and cutting the steel strands by using a grinder.
In addition, the steel strand and the strand pulling machine are both arranged on the beam surface, and the whole strand pulling process base surface is finished on the beam surface, so that the influence caused by the limitation of the lower space can be effectively avoided.
S3, top surface prestress tension;
as shown in fig. 7, step S3 includes the following steps:
s31, reserving two oil top working reserved small holes by using the beam surface, penetrating through a steel wire rope, and arranging a hoisting support on the beam top surface to hang a chain block upside down;
s32, hoisting the tensile oil jack in the beam by using a chain block on the top surface of the beam, and erecting an operation platform or using an inspection trolley in the beam (double control is adopted in the tensile process, the tensile stress control is taken as the main control, and the tensile elongation is used for checking);
s33, mounting a limiting plate, an anchorage device and a clamping piece transition ring and completing tensioning work.
Therefore, the smooth tensioning process of the top surface prestressed steel strand can be ensured in the tensioning process, and the tensioning oil jack can penetrate through the end steel strand to be vertical to the section of the tensioning steel strand.
S4, grouting the top prestressed tendon pipeline;
wherein, step S4 includes the following steps:
s41, grouting within 48 hours after the tensioning construction is finished;
the grouting method comprises the following steps:
s411, trying to vacuumize, and starting a vacuum pump to enable the negative pressure of the system to reach 0.07-0.1 Mpa;
s412, stopping the pump for 1 minute when the vacuum degree of the pore passage is kept stable;
and S413, if the pressure reduction is less than 0.02Mpa, judging that the pore channel reaches vacuum, and if the pressure reduction is more than 0.02Mpa, indicating that the pore channel is not completely sealed, and needing to be checked and corrected before grouting.
S42, cutting the exposed steel strand, and sealing the anchor;
and S43, cleaning grouting holes in the anchor backing plate.
And S5, top surface prestress anchor sealing.
As shown in fig. 8, step S5 includes the following steps:
s51, adopting iron wires to directly fix the tensioning end anchor sealing template on the top surface of the beam from the top surface, and reducing the problem of narrow operation space;
s52, arranging a preformed hole on the top surface of the deep-buried anchor port;
and S53, pouring anchor sealing concrete from the top surface of the beam and vibrating the concrete to compact the concrete.
In addition, after the top prestress tensioning is finished, the field operation space is narrow, the template cannot be installed and fixed, and the anchor sealing of the prestress steel beam can be guaranteed to be finished smoothly through the step S5.
For the convenience of understanding the technical solutions of the present invention, the following detailed description will be made on the working principle or the operation mode of the present invention in the practical process.
In practical application, firstly, after the beam penetrating condition is met, the traction cable is installed on the top surface of the beam by using the preformed hole and a beam penetrating machine. The traction cable adopts a single steel strand with certain rigidity, and the single steel strand is small in size relative to the reserved pipeline and easy to penetrate. And (3) blanking according to the length of the pipeline and the reserved working length before formal bundle penetration, weaving all the steel strands to be penetrated of the steel bundle together by using a net bag according to a conical shape, and connecting the front end of the steel bundle with a traction cable to realize reverse traction by using mechanical traction so as to realize that the whole hole steel strand is pulled in place at one time. The defects that the steel strand can smoothly pass through and the manual effect is low are overcome; the construction period of repeated strand pulling of a single steel strand is long; meanwhile, the whole hole is penetrated, so that relative straightening and looseness among the steel strands can be ensured. In order to prevent the steel bundle from colliding with the hole wall in the pipeline to cause pipeline blockage, the steel bundle can be ensured to pass through smoothly. The end of the steel bundle to be penetrated is woven into a conical body by applying steel wire meshes in a staggered manner, and a conical shield is arranged between the traction cable and the steel bundle to prevent the steel bundle from contacting with the hole wall (namely, the traction cable is always ensured to be in the center of the section in the pipeline, and an isolation layer is arranged between the pipe wall and the steel bundle), so that the passing property of the steel bundle in the hole is ensured. Secondly, the reserved holes in the top plate of the box girder are utilized to perform steel strand stretching and mud jacking operation, so that the problems of narrow operation space in a box chamber and difficult oil top positioning and stretching are solved. And finally, a hole is reserved in the top plate and a groove is added at the front end of the tooth block. The problem of the difficult operation of tooth piece anchor head template reinforcement and concrete placement is solved. The construction method is applied by pulling (the whole rope is pulled by a machine to penetrate through a hole), reserving (the rope penetrating, tensioning and grouting are carried out by adopting reserved hole positions), and adding (the tensioning and anchor sealing notches are added at the tensioning port), and the problems that the ultra-long prestressed steel beam is difficult to operate due to limited space in the box girder chamber in the way of penetrating, tensioning, grouting and anchor sealing of the ultra-long prestressed steel beam are solved by arranging the reserved holes, increasing the grooves and the like at all parts of the box girder, the construction difficulty is greatly reduced in the construction process, the construction cost is reduced, and the construction period is shortened.
In conclusion, by means of the technical scheme, the construction method of pulling (mechanically pulling the whole rope to penetrate through the hole), reserving (penetrating, tensioning and grouting by using reserved hole positions), and adding (increasing tensioning and anchor sealing notches at tensioning ports) is adopted, so that the problems that space is limited, time and labor are wasted, steel strands are prone to causing hole wall damage, grouting is not full, and anchor sealing construction is difficult when the top surface overlong prestressed steel bundle is constructed are solved.
And has the following technical advantages:
1. the machine replaces manpower, the strand pulling machine provides power, steel strands are pulled through, and the effect is improved;
2. the zero-clearing and incomplete-clearing method is guided by a traction cable, so that the whole prestressed tendon is penetrated through; the problem that the construction period of repeated threading of a single steel strand is long is solved, and meanwhile, relative straightening and looseness among the steel strands can be guaranteed by the aid of the whole hole threading;
3. a cable-penetrating pore channel is reserved on the beam surface, the steel strand and the strand-penetrating machine are both placed on the beam surface, the whole strand-penetrating process is basically carried out on the beam surface, and the influence caused by the limitation of the lower space can be effectively avoided;
4. the staggered steel wire weaving enables the prestressed joint to form a conical joint, and the front end of the prestressed joint is provided with a protective cover, so that the steel bundle is effectively isolated from the hole wall;
5. the design of deeply burying the anchor at the anchoring end takes a transition ring as a support, and utilizes the gap of an orifice to adjust the deviation of the anchor to prevent the stress concentration on the anchor backing plate. The design of the deep-buried anchor groove ensures that the anchor sealing construction operation is simple and the construction quality is ensured;
6. the application of the construction technology realizes the high-efficiency, quick and high-quality prestress construction under the condition that the space in the box room is limited, and the technology can be transversely extended, is applied to the construction of prestress structures without construction conditions below steel-concrete composite beams and the like, and has wide application scenes.
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 (10)
1. The construction method of the ultra-long prestressed steel strand is characterized by comprising the following steps:
positioning and mounting the prestressed pipeline;
penetrating the top surface prestressed steel beam;
top surface prestress tension;
grouting the top surface prestressed tendon pipeline;
and (4) sealing the anchor by prestress on the top surface.
2. The construction method of the ultra-long prestressed steel strand as claimed in claim 1, wherein said positioning and installing of the pipeline comprises the following steps:
adopting a plastic corrugated pipe to carry out longitudinal prestress hole forming;
the pipeline installation, the steel bar binding and the template installation are carried out alternately;
the well-shaped positioning steel bars are firmly welded with the steel bar framework;
checking whether the corrugated pipe is broken or not;
the liner tube is drawn to prevent the concrete in the tube from solidifying.
3. The construction method for the overlong prestressed steel strand as claimed in claim 1, wherein said top prestressed steel strand is threaded through the prestressed steel strand, comprising the steps of:
mounting a traction cable by reserving a long and slant reserved hole on the extension line of the corresponding construction hole position;
the prestressed steel beam whole hole is arranged in a penetrating way.
4. The construction method of the ultra-long prestressed steel strand as claimed in claim 3, wherein said traction cable is a single steel strand and is threaded by a mechanical strand-threading machine.
5. The construction method of the ultra-long prestressed steel strand as claimed in claim 3, wherein the whole hole of the prestressed steel strand is drilled with the following steps:
weaving steel wires in a staggered manner and processing the ends of the steel bundles;
by adopting a deep-buried anchor technology, an anchor backing plate is buried in the structure and is 0.2m away from the outline side line of the structure to form a groove, and an extension cylinder is arranged between the anchor backing plate and a tensioning oil roof for transition during tensioning;
and reserving a cable-passing hole at the front end of the tooth block, dragging the whole bundle of steel strands by using a manual auxiliary machine, reserving enough working length after the steel strands are guided to the other end, and cutting the steel strands by using a grinding machine.
6. The construction method of the ultra-long prestressed steel strand as claimed in claim 5, wherein the steel strand dislocated steel wire weaving and steel strand end treatment comprises the following steps:
the steel strand is woven in a staggered manner to form a conical body at the front end;
weaving one end of a guide rope and a whole bundle of steel strands needing to be penetrated into a bundle together into a cone shape by adopting a thin steel wire;
and cutting off the steel strand at the braided redundant position by using a grinding wheel machine after the strand pulling is finished.
7. The construction method of super-long prestressed steel strand as claimed in claim 1, wherein said top prestressed tension comprises the steps of:
two oil top working reserved small holes are reserved on the beam surface, a steel wire rope penetrates through the two oil top working reserved small holes, and a hoisting support is arranged on the beam top surface to be inversely hung with a chain block;
hoisting the internal tensile oil jack of the beam by using a chain block on the top surface of the beam, and erecting an operation platform or using an inspection trolley in the beam;
and installing a limiting plate, an anchorage device and a clamping piece transition ring and finishing the tensioning work.
8. The method as claimed in claim 1, wherein the top prestressed tendon pipe grouting comprises the following steps:
grouting within 48 hours after the tensioning construction is finished;
cutting off the exposed steel strand, and sealing the anchor;
and cleaning grouting holes in the anchor backing plate.
9. The construction method of the ultra-long prestressed steel strand as claimed in claim 8, wherein the grouting method comprises the following steps:
trying to vacuumize, and starting a vacuum pump to enable the negative pressure of the system to reach 0.07-0.1 Mpa;
when the vacuum degree of the pore passage is kept stable, stopping the pump for 1 minute;
if the pressure drop is less than 0.02Mpa, the pore canal is judged to be vacuum, and if the pressure drop is more than 0.02Mpa, the pore canal is not completely sealed, and the pore canal needs to be checked and corrected before grouting.
10. The construction method of the super-long prestressed steel strand as claimed in claim 1, wherein said top prestressed anchorage sealing comprises the following steps:
adopting an iron wire to directly fix the tensioning end anchor sealing template on the top surface of the beam from the top surface;
arranging a preformed hole on the top surface of the deep-buried anchor port;
and pouring anchor sealing concrete from the top surface of the beam and vibrating the concrete to be dense.
Priority Applications (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111024863.9A CN113585091A (en) | 2021-09-02 | 2021-09-02 | Construction method of super-long prestressed steel beam |
| JP2022094762A JP2023036518A (en) | 2021-09-02 | 2022-06-10 | Construction method for ultra-long pre-stressed steel bundle |
| PCT/CN2022/098283 WO2023029647A1 (en) | 2021-09-02 | 2022-06-11 | Super-long prestressing steel tendon construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111024863.9A CN113585091A (en) | 2021-09-02 | 2021-09-02 | Construction method of super-long prestressed steel beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113585091A true CN113585091A (en) | 2021-11-02 |
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| CN202111024863.9A Pending CN113585091A (en) | 2021-09-02 | 2021-09-02 | Construction method of super-long prestressed steel beam |
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| Country | Link |
|---|---|
| JP (1) | JP2023036518A (en) |
| CN (1) | CN113585091A (en) |
| WO (1) | WO2023029647A1 (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114438886A (en) * | 2021-12-28 | 2022-05-06 | 中铁二十局集团有限公司 | Continuous beam tensioning method |
| WO2023029647A1 (en) * | 2021-09-02 | 2023-03-09 | 中铁北京工程局集团第二工程有限公司 | Super-long prestressing steel tendon construction method |
| CN116695566A (en) * | 2023-05-12 | 2023-09-05 | 中建八局第三建设有限公司 | Tensioning construction process of prestressed concrete beam |
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- 2021-09-02 CN CN202111024863.9A patent/CN113585091A/en active Pending
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| CN202416879U (en) * | 2011-12-27 | 2012-09-05 | 广东省长大公路工程有限公司 | Extending cylinder device applicable to prestressed buried anchor |
| CN102691268A (en) * | 2012-06-12 | 2012-09-26 | 宁波二十冶建设有限公司 | Stretching construction process of super-long prestressed tendon |
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| CN105839544A (en) * | 2016-05-10 | 2016-08-10 | 云南建工集团有限公司 | Hogging moment stretching-drawing trolley capable of working aloft in narrow space |
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| WO2023029647A1 (en) * | 2021-09-02 | 2023-03-09 | 中铁北京工程局集团第二工程有限公司 | Super-long prestressing steel tendon construction method |
| CN114438886A (en) * | 2021-12-28 | 2022-05-06 | 中铁二十局集团有限公司 | Continuous beam tensioning method |
| CN116695566A (en) * | 2023-05-12 | 2023-09-05 | 中建八局第三建设有限公司 | Tensioning construction process of prestressed concrete beam |
| CN116695566B (en) * | 2023-05-12 | 2024-04-09 | 中建八局第三建设有限公司 | Tensioning construction process of prestressed concrete beam |
Also Published As
| Publication number | Publication date |
|---|---|
| WO2023029647A1 (en) | 2023-03-09 |
| JP2023036518A (en) | 2023-03-14 |
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