CN112012491A - Construction method for slow bonding prestress - Google Patents
Construction method for slow bonding prestress Download PDFInfo
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- CN112012491A CN112012491A CN202010921819.7A CN202010921819A CN112012491A CN 112012491 A CN112012491 A CN 112012491A CN 202010921819 A CN202010921819 A CN 202010921819A CN 112012491 A CN112012491 A CN 112012491A
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- prestressed
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
- E04G21/121—Construction of stressing jacks
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Abstract
The invention discloses a construction method of slow bonding prestress, which comprises the steps of deepening the arrangement of prestressed tendons according to a design drawing, numbering, blanking, mounting a beam slab bottom die, laying slab bottom common steel bars, transporting the prestressed tendons to a construction site, hoisting to the position of one penetrating end of a working face, mounting positioning ribs according to a deepened rise diagram, penetrating and mounting the prestressed tendons, installing tensioning ends and mounting adjustment of each node of an anchoring end, concealed acceptance of the prestressed tendons, pouring concrete, and tensioning the prestressed tendons and processing the tensioning end parts of the prestressed tendons when the strength of the concrete meets the design requirement. The invention has the beneficial effects that: the prestressed concrete slab has the advantages of excellent structural performance, excellent anti-seismic performance, simple construction process and easy quality control, the slow bonding prestress technology overcomes the defects of bonding prestress and non-bonding prestress, the advantages of the bonding prestress and the non-bonding prestress are combined, the prestressed concrete slab is a novel prestress technology developed on the basis of the bonding prestress technology and the non-bonding prestress technology, the comprehensive economic benefit is good, and the prestressed concrete slab has wide development prospect in modern structures.
Description
Technical Field
The invention relates to a construction method, in particular to a construction method for retarding bonding prestress, and belongs to the technical field of building construction.
Background
The slow-bonding prestressed concrete technology is a prestressed form which realizes gradual transition from non-bonding to bonding between prestressed tendons and concrete through the solidification of a slow bonding agent. The prestressed tendon can be stretched and freely deformed in the construction stage, and does not bond with the surrounding delayed coagulation adhesive, and the prestressed tendon and the surrounding concrete form an integral body through the bonding effect of the cured delayed coagulation adhesive and the surrounding concrete in a predetermined period after the construction is finished, so that the prestressed tendon and the surrounding concrete work together to achieve the adhesive effect.
The retarded-bonding prestress steel strand is prepared by a modern process from a high-strength prestress steel strand, a retarded-bonding adhesive and a protective sleeve, and is formed by pressing a rib surface on the surface. The special material performance and the structural form of the composite material realize the function of a non-adhesive structure during construction and the function of an adhesive structure during use, thereby having the superior characteristics of simple construction and reasonable stress; a setting-retarding adhesive: the special material is wrapped on the periphery of the prestressed steel strand, has good lubricity and adhesiveness in the process of prestressed steel strand tensioning construction, gradually solidifies along with the lapse of time, reaches the design specified strength, and is firmly bonded with the prestressed steel strand and the protective sleeve into a whole; sheathing: the slow setting adhesive is wrapped outside the slow setting adhesive and has higher strength and toughness, so that the slow setting adhesive and the steel strand form a whole; transverse ribs: in the production process, after the delayed coagulation adhesive outside the steel strand is solidified through pressing, the steel strand and the concrete work together through mutual occlusion of the transverse ribs to form a stressed whole.
In recent years, with the requirement that large-span, large-space and horizontal structural members in China need to bear large-load public building construction, the traditional reinforced concrete structure is not suitable, and the construction quality of post-grouting with bonding prestress is not easy to guarantee.
Disclosure of Invention
The present invention has been made to solve the above problems, and an object of the present invention is to provide a construction method for reducing the bonding prestress.
The invention realizes the purpose through the following technical scheme: a construction method for retarding bonding prestress comprises the following steps:
step one, deepening, numbering and blanking the prestressed tendons according to a design drawing, carrying out the deepening of the prestressed tendons according to the original design drawing by a professional, and handing over to an original design unit for confirmation after completion;
mounting a beam slab bottom die, and laying slab bottom common steel bars;
thirdly, transporting the prestressed tendons to a construction site, and hoisting the prestressed tendons to the position of one end of the working face where the tendons penetrate;
step four, installing a positioning rib according to the deepened rise diagram, and after the steel bar is bound, installing the positioning rib according to the twice deepened rise diagram;
fifthly, laying and installing prestressed tendons, hoisting the prestressed tendons fixed in a coil to one end of laying construction according to the number partition positions, standing 4-5 persons separately, mutually matching and continuously laying the prestressed tendons into the bound beam or plate;
sixthly, mounting and adjusting nodes of the tensioning end and the anchoring end;
step seven, concealed acceptance of the prestressed tendons;
step eight, pouring concrete;
tensioning the prestressed tendons when the concrete strength meets the design requirement, and tensioning the prestressed tendons by adopting an YCN23-25 front truck hydraulic jack;
wherein, the stretch-draw flow includes: measuring the initial length of the prestressed tendon → installing an anchorage device → installing a jack → tensioning control stress → locking the anchorage device → withdrawing the jack → checking the elongation value of the prestressed tendon → measuring the final length of the prestressed tendon.
Step ten, processing the tensioning end part of the prestressed tendon, cutting off the excessive length of the slow-bonding prestressed tendon in time after tensioning is finished, then coating the clamping piece and the end of the prestressed tendon with anticorrosive grease or epoxy resin, and finally sealing with micro-expansion fine aggregate concrete.
As a further scheme of the invention: in the first step, when the length of the prestressed tendon exceeds 30 meters during deepening design, two ends are adopted for tensioning during design; when the length of the prestressed tendons exceeds 60 meters, sectional tensioning and anchoring are adopted, and then each prestressed tendon is numbered according to different specifications, lengths, use position parameters and the like.
As a further scheme of the invention: in the first step, each tensioning end of the prestressed tendon is reserved with a tensioning length not less than 50cm for blanking, a pre-made numbering label is attached to each material after blanking, blanking is carried out in a factory, and the prestressed tendon is blanked and cut by using a grinding wheel cutting machine.
As a further scheme of the invention: and in the fourth step, binding or spot welding horizontal positioning ribs with the diameter of 6-8 mm on the two sides of the beam stirrup after the reinforcement is finished, and binding and fixing the prestressed ribs with the positioning ribs by adopting 22# lead wires after the prestressed ribs are installed in a penetrating mode.
As a further scheme of the invention: in the sixth step, the anchoring end is directly embedded in the concrete, and the tensioning end has two conditions: one is set on the vertical surface, after the prestressed bar is laid, the end portion of said prestressed bar is passed through a hole mould, then a side face template is set, when the prestressed bar is stretched, the hole mould is removed, and another is that the stretching end is placed on the plate or beam plane, and its construction mode is similar, and the finished product foam hole mould is passed through.
As a further scheme of the invention: in the ninth step, the preparation before tensioning includes:
(1) the original scaffold is used as a tensioning end operation platform, the width is ensured to be not less than 1 m, and a tensioning worker is required to have enough space for placing machines and tools and tensioning operation;
(2) removing and cleaning the cavity die embedded at the tensioning end, cutting off the plastic skin of the exposed part of the prestressed tendon, and measuring and recording the initial exposed value of the prestressed tendon;
(3) the end part of the prestressed tendon which is not perpendicular to the surface of the bearing plate needs to be subjected to gasket treatment, and finally the surface of the bearing plate is perpendicular to a tensioning action line;
(4) and determining the single-bundle tension control stress according to the design requirement to calculate the theoretical elongation value of each bundle of ribs. If the local prestressed tendons increase and decrease the tension control stress due to special requirements, the theoretical elongation value should be increased and decreased in proportion;
(5) the jack for tensioning and the oil pump are calibrated in advance according to design requirements;
(6) and preparing two to four 380V, 15A-20A power boxes.
The invention has the beneficial effects that: the construction method of the slow bonding prestress has reasonable design, excellent structural performance, excellent anti-seismic performance, simple construction process and easy quality control, the slow bonding prestress technology overcomes the defects of bonding prestress and non-bonding prestress, integrates the advantages of the bonding prestress and the non-bonding prestress, is a new prestress technology developed on the basis of the bonding prestress technology and the non-bonding prestress technology, has good comprehensive economic benefit and has wide development prospect in modern structures.
Drawings
FIG. 1 is a schematic flow chart of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, a construction method of retarded adhesive prestress includes the following steps:
step one, deepening, numbering and blanking the prestressed tendons according to a design drawing, carrying out the deepening of the prestressed tendons according to the original design drawing by a professional, and handing over to an original design unit for confirmation after completion;
mounting a beam slab bottom die, and laying slab bottom common steel bars;
thirdly, transporting the prestressed tendons to a construction site, and hoisting the prestressed tendons to the position of one end of the working face where the tendons penetrate;
step four, installing a positioning rib according to the deepened rise diagram, and after the steel bar is bound, installing the positioning rib according to the twice deepened rise diagram;
fifthly, laying and installing prestressed tendons, hoisting the prestressed tendons fixed in a coil to one end of laying construction according to the number partition positions, standing 4-5 persons separately, mutually matching and continuously laying the prestressed tendons into the bound beam or plate;
sixthly, mounting and adjusting nodes of the tensioning end and the anchoring end;
step seven, concealed acceptance of the prestressed tendons;
step eight, pouring concrete;
tensioning the prestressed tendons when the concrete strength meets the design requirement, and tensioning the prestressed tendons by adopting an YCN23-25 front truck hydraulic jack;
wherein, the stretch-draw flow includes: measuring the initial length of the prestressed tendon → installing an anchorage device → installing a jack → tensioning control stress → locking the anchorage device → withdrawing the jack → checking the elongation value of the prestressed tendon → measuring the final length of the prestressed tendon.
Step ten, processing the tensioning end part of the prestressed tendon, cutting off the excessive length of the slow-bonding prestressed tendon in time after tensioning is finished, then coating the clamping piece and the end of the prestressed tendon with anticorrosive grease or epoxy resin, and finally sealing with micro-expansion fine aggregate concrete.
Further, in the embodiment of the invention, in the first step, when the length of the prestressed tendon exceeds 30 meters during deepening design, two ends are adopted for tensioning during design; when the length of the prestressed tendon exceeds 60 meters, sectional tensioning and anchoring are adopted, and then each prestressed tendon is numbered according to different specifications, lengths, use position parameters and the like so as to successfully find a use position during construction.
Further, in the embodiment of the present invention, in the first step, a tensioning length not less than 50cm is reserved at each tensioning end of the tendon for blanking, a pre-made number label is attached to each material after blanking, the blanking is performed in a factory, and the prestressed tendon is blanked and cut by using a grinding wheel cutting machine.
Furthermore, in the fourth step of the invention, after the reinforcement is bound, horizontal positioning ribs with the diameter of 6-8 mm are bound or spot-welded on two sides of the beam stirrup, and after the prestressed ribs are installed in a penetrating manner, the prestressed ribs and the positioning ribs are bound and fixed by using No. 22 lead wires, so that the prestressed ribs are prevented from displacing during concrete pouring.
Further, in the embodiment of the present invention, in the sixth step, the anchoring end is directly embedded in the concrete, and the tensioning end has two cases: one is set on the vertical surface, after the prestressed bar is laid, the end portion of said prestressed bar is passed through a hole mould, then a side face template is set, when the prestressed bar is stretched, the hole mould is removed, and another is that the stretching end is placed on the plate or beam plane, and its construction mode is similar, and the finished product foam hole mould is passed through.
Further, in the embodiment of the present invention, in the ninth step, the preparation before tensioning includes:
(1) the original scaffold is used as a tensioning end operation platform, the width is ensured to be not less than 1 m, and a tensioning worker is required to have enough space for placing machines and tools and tensioning operation;
(2) removing and cleaning the cavity die embedded at the tensioning end, cutting off the plastic skin of the exposed part of the prestressed tendon, and measuring and recording the initial exposed value of the prestressed tendon;
(3) the end part of the prestressed tendon which is not perpendicular to the surface of the bearing plate needs to be subjected to gasket treatment, and finally the surface of the bearing plate is perpendicular to a tensioning action line;
(4) and determining the single-bundle tension control stress according to the design requirement to calculate the theoretical elongation value of each bundle of ribs. If the local prestressed tendons increase and decrease the tension control stress due to special requirements, the theoretical elongation value should be increased and decreased in proportion;
(5) the jack for tensioning and the oil pump are calibrated in advance according to design requirements;
(6) and preparing two to four 380V, 15A-20A power boxes.
Example (b): the large-opening-space frame structure of the 1-5 floor and the 1# floor roof layer of the 2# floor and the 1# floor of the Ministry project engineering of the Ministry of China-Federation construction group adopts a slow bonding prestress construction technology, the span is 35-42 meters, the prestressed tendons adopt slow bonding steel strands with the diameter of 21.8mm and the tension control stress is designed to be 1395MPa, and the strength standard fptk is 1860N/mm 2; the standard tensioning pot life of the delayed coagulation adhesive is 240d, and the standard curing time is 720 d; the prestressed anchorage device adopts a brand series anchorage device passing through national authentication, the anchorage device of the system is a class I anchorage device, a tension end is a single-hole clamping piece type anchorage device and consists of a single-hole anchorage device, an anchor plate, a hole die and a spiral rib, and a fixed end adopts a single-beam extrusion anchor and consists of an extrusion anchorage device, an anchor plate and a spiral rib; the beam concrete can be tensioned after the strength reaches 90 percent or more of the designed strength; during tensioning, a method of stress control and strain check is adopted; according to different lengths, the elongation of the engineering is controlled to be 0.58-0.65% through calculation, and the error between the tensile elongation value and the theoretical elongation value is within +/-6%. After the concrete reaches the design strength, stretch-draw, seal etc. are directly carried out to slow bonding prestressing force as required, have bonding prestressing force construction relatively the tradition, because of need not carry on processes such as slip casting again, practice thrift artifical about 70% relatively to effectively avoid the emergence of quality problems.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (6)
1. A construction method of slow bonding prestress is characterized in that: the method comprises the following steps:
step one, deepening, numbering and blanking the prestressed tendons according to a design drawing, carrying out the deepening of the prestressed tendons according to the original design drawing by a professional, and handing over to an original design unit for confirmation after completion;
mounting a beam slab bottom die, and laying slab bottom common steel bars;
thirdly, transporting the prestressed tendons to a construction site, and hoisting the prestressed tendons to the position of one end of the working face where the tendons penetrate;
step four, installing a positioning rib according to the deepened rise diagram, and after the steel bar is bound, installing the positioning rib according to the twice deepened rise diagram;
fifthly, laying and installing prestressed tendons, hoisting the prestressed tendons fixed in a coil to one end of laying construction according to the number partition positions, standing 4-5 persons separately, mutually matching and continuously laying the prestressed tendons into the bound beam or plate;
sixthly, mounting and adjusting nodes of the tensioning end and the anchoring end;
step seven, concealed acceptance of the prestressed tendons;
step eight, pouring concrete;
tensioning the prestressed tendons when the concrete strength meets the design requirement, and tensioning the prestressed tendons by adopting an YCN23-25 front truck hydraulic jack;
wherein, the stretch-draw flow includes: measuring the initial length of the prestressed tendon → installing an anchorage device → installing a jack → tensioning control stress → locking the anchorage device → withdrawing the jack → checking the elongation value of the prestressed tendon → measuring the final length of the prestressed tendon.
Step ten, processing the tensioning end part of the prestressed tendon, cutting off the excessive length of the slow-bonding prestressed tendon in time after tensioning is finished, then coating the clamping piece and the end of the prestressed tendon with anticorrosive grease or epoxy resin, and finally sealing with micro-expansion fine aggregate concrete.
2. The construction method of retarded adhesive prestress according to claim 1, wherein: in the first step, when the length of the prestressed tendon exceeds 30 meters during deepening design, two ends are adopted for tensioning during design; when the length of the prestressed tendons exceeds 60 meters, sectional tensioning and anchoring are adopted, and then each prestressed tendon is numbered according to different specifications, lengths, use position parameters and the like.
3. The construction method of retarded adhesive prestress according to claim 1, wherein: in the first step, each tensioning end of the prestressed tendon is reserved with a tensioning length not less than 50cm for blanking, a pre-made numbering label is attached to each material after blanking, blanking is carried out in a factory, and the prestressed tendon is blanked and cut by using a grinding wheel cutting machine.
4. The construction method of retarded adhesive prestress according to claim 1, wherein: and in the fourth step, binding or spot welding horizontal positioning ribs with the diameter of 6-8 mm on the two sides of the beam stirrup after the reinforcement is finished, and binding and fixing the prestressed ribs with the positioning ribs by adopting 22# lead wires after the prestressed ribs are installed in a penetrating mode.
5. The construction method of retarded adhesive prestress according to claim 1, wherein: in the sixth step, the anchoring end is directly embedded in the concrete, and the tensioning end has two conditions: one is set on the vertical surface, after the prestressed bar is laid, the end portion of said prestressed bar is passed through a hole mould, then a side face template is set, when the prestressed bar is stretched, the hole mould is removed, and another is that the stretching end is placed on the plate or beam plane, and its construction mode is similar, and the finished product foam hole mould is passed through.
6. The construction method of retarded adhesive prestress according to claim 1, wherein: in the ninth step, the preparation before tensioning includes:
(1) the original scaffold is used as a tensioning end operation platform, the width is ensured to be not less than 1 m, and a tensioning worker is required to have enough space for placing machines and tools and tensioning operation;
(2) removing and cleaning the cavity die embedded at the tensioning end, cutting off the plastic skin of the exposed part of the prestressed tendon, and measuring and recording the initial exposed value of the prestressed tendon;
(3) the end part of the prestressed tendon which is not perpendicular to the surface of the bearing plate needs to be subjected to gasket treatment, and finally the surface of the bearing plate is perpendicular to a tensioning action line;
(4) and determining the single-bundle tension control stress according to the design requirement to calculate the theoretical elongation value of each bundle of ribs. If the local prestressed tendons increase and decrease the tension control stress due to special requirements, the theoretical elongation value should be increased and decreased in proportion;
(5) the jack for tensioning and the oil pump are calibrated in advance according to design requirements;
(6) and preparing two to four 380V, 15A-20A power boxes.
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| CN202010921819.7A CN112012491A (en) | 2020-09-04 | 2020-09-04 | Construction method for slow bonding prestress |
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| CN202010921819.7A CN112012491A (en) | 2020-09-04 | 2020-09-04 | Construction method for slow bonding prestress |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900882A (en) * | 2021-01-22 | 2021-06-04 | 中国建筑第八工程局有限公司 | Construction method of slow-bonding prestressed tendon penetrating through post-pouring area |
| CN113431260A (en) * | 2021-06-30 | 2021-09-24 | 西藏藏建科技股份有限公司 | Girder construction process based on steel strand |
| CN113789898A (en) * | 2021-09-28 | 2021-12-14 | 中能建西北城市建设有限公司 | Construction method of large-span slow-bonding prestressed floor slab |
| CN114059714A (en) * | 2021-11-09 | 2022-02-18 | 北京城建集团有限责任公司 | Construction process of bonded prestressed beam |
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| DE3413417A1 (en) * | 1984-04-10 | 1985-10-17 | Klöckner & Co KGaA, 4100 Duisburg | Sleeperless rail fastening |
| CN2211465Y (en) * | 1994-04-08 | 1995-11-01 | 铁道部第一勘测设计院 | Slow coagulating prestressed concrete component |
| CN104631836A (en) * | 2014-12-08 | 2015-05-20 | 永升建设集团有限公司 | Post-tensioning-method retard-bonded pre-stress cast-in-place concrete construction method |
| CN110821046A (en) * | 2019-11-20 | 2020-02-21 | 北京市建筑工程研究院有限责任公司 | Slow-bonding prestressed tendon and preparation method thereof |
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2020
- 2020-09-04 CN CN202010921819.7A patent/CN112012491A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3413417A1 (en) * | 1984-04-10 | 1985-10-17 | Klöckner & Co KGaA, 4100 Duisburg | Sleeperless rail fastening |
| CN2211465Y (en) * | 1994-04-08 | 1995-11-01 | 铁道部第一勘测设计院 | Slow coagulating prestressed concrete component |
| CN104631836A (en) * | 2014-12-08 | 2015-05-20 | 永升建设集团有限公司 | Post-tensioning-method retard-bonded pre-stress cast-in-place concrete construction method |
| CN110821046A (en) * | 2019-11-20 | 2020-02-21 | 北京市建筑工程研究院有限责任公司 | Slow-bonding prestressed tendon and preparation method thereof |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900882A (en) * | 2021-01-22 | 2021-06-04 | 中国建筑第八工程局有限公司 | Construction method of slow-bonding prestressed tendon penetrating through post-pouring area |
| CN113431260A (en) * | 2021-06-30 | 2021-09-24 | 西藏藏建科技股份有限公司 | Girder construction process based on steel strand |
| CN113789898A (en) * | 2021-09-28 | 2021-12-14 | 中能建西北城市建设有限公司 | Construction method of large-span slow-bonding prestressed floor slab |
| CN114059714A (en) * | 2021-11-09 | 2022-02-18 | 北京城建集团有限责任公司 | Construction process of bonded prestressed beam |
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Application publication date: 20201201 |