CN106149541B - Prestressed tensioning prefabricated box type bridge and construction method - Google Patents
Prestressed tensioning prefabricated box type bridge and construction method Download PDFInfo
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- CN106149541B CN106149541B CN201610371266.6A CN201610371266A CN106149541B CN 106149541 B CN106149541 B CN 106149541B CN 201610371266 A CN201610371266 A CN 201610371266A CN 106149541 B CN106149541 B CN 106149541B
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
- E01D2101/32—Metal prestressed
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Abstract
The invention discloses a prestressed tensioning prefabricated box type bridge and a construction method thereof. The rigidity of the overall structure of the box-type bridge is improved while the construction period is shortened, the beam body is prevented from being downwarped, the service performance and the ultimate bearing capacity of the bridge are improved, and the safety of the bridge is enhanced.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a prestressed tensioning prefabricated box type bridge and a construction method.
Background
The domestic research on prestressed concrete starts from the 50 s, in 1956, a first prestressed concrete simply-supported beam bridge with the span of 20m is built, and the development process of nearly 60 years is existed so far. Since 1976, the prestressed bridge in China develops rapidly, and breakthrough progress is made in bridge type, span, construction method and technology, and the construction technology of prestressed concrete bridges has gained good international reputation. With the acceleration of the urbanization process in China, the municipal bridge is developed towards the ultra-long and ultra-wide direction on one hand, and the construction period of the municipal bridge is strictly limited on the other hand. This requires that the construction technique of the prestressed bridge must satisfy both quality and construction period. The construction of the prestressed bridge has become mature day by day in the aspect of tensioning technology, the construction period of tensioning construction is a bottleneck all the time, the process is complex, the technical difficulty is high, and certain problems exist in the quality of prestressed steel strand tensioning.
Disclosure of Invention
The invention aims to solve the technical problem that the defects in the prior art are overcome, and the prestressed tensioning prefabricated box type bridge and the construction method are provided, so that the construction period is shortened, the rigidity of the overall structure of the box type bridge is improved, the downwarping of a beam body is prevented, the service performance and the ultimate bearing capacity of the bridge are improved, and the safety of the bridge is enhanced.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the prefabricated box type bridge for prestress tensioning construction comprises a plurality of prefabricated box type beam plate units, wherein the box type beam plate units are longitudinally spliced, pore channels are longitudinally arranged in the box type beam plate units, the pore channels between adjacent box type beam plate units are communicated, and steel strands which are tensioned in a cross segmentation mode are distributed in the pore channels of the box type beam plates.
According to the technical scheme, the longitudinal length of the box-type beam-slab unit is 2-4 m.
According to the technical scheme, the diameter of the steel strand ranges from 12 mm to 16mm, and the stress ranges from 1500 MPa to 2000 MPa.
According to the technical scheme, the corrugated pipe is sleeved on the inner wall of the pore channel, the two ends of the box-type beam plate unit are provided with the plate beam reinforcing steel bars, the fixing frame is arranged between the plate beam reinforcing steel bars, and the corrugated pipe is fixed through the fixing frame.
According to the technical scheme, the tensioning ends on the two sides of the steel strand are provided with sawtooth blocks, prestress pore passages are arranged in the sawtooth blocks, the prestress pore passages are communicated with pore passages in the box-type beam plate, and anchorage devices are arranged at the end parts of the prestress pore passages.
According to the technical scheme, the end parts of the anchorage devices are provided with the cushion blocks with different thicknesses, and the inclination gradient of the sawtooth block is adjusted through the cushion blocks with different thicknesses.
The construction method of the prefabricated box girder for performing the prestressed tension construction of claim 1, comprising the steps of:
1) longitudinally splicing the box-type beam-slab units into a spanning box-type bridge;
2) arranging a fixed pulley at one end of any one box-type beam-slab unit;
3) one end of a steel wire rope longitudinally penetrates through a pore channel in the box-type beam plate unit and is connected with a steel strand outside the pore channel, and the other end of the steel wire rope is connected with a winch by bypassing a fixed pulley;
4) the winch drives the steel strands to penetrate through the pore channels in the box-type beam-slab units by pulling the steel wire ropes, so that the steel strands are laid in the box-type beam-slab units along the pore channels;
5) starting to lay steel strands for the next box-type beam-slab unit, and repeating the steps 2) -4) until all the box-type beam-slab units are laid, so that the steel strands are distributed in the plurality of box-type beam-slab units along the pore channels in a crossed manner;
6) the steel strands in the same span of the prefabricated box-shaped bridge are tensioned in a cross and sectional mode, the steel strands in the same length on the same tensioning section are used as a group in each section, and the steel strands are tensioned according to the group;
7) grouting the tensioned steel strand.
According to the technical scheme, before the steel strand is tensioned each time, the positions of the anchorage devices and the jacks at the two ends of the hole channel are adjusted to enable the axes of the anchorage devices, the jacks and the hole channel to be on the same straight line, and then tensioning is carried out.
According to the technical scheme, in the step 6), the method further comprises the following steps after grouting the tensioned steel strand: cleaning the adjacent pore channels which are not grouted, and loosening each bundle of steel strands in the adjacent pore channels for 3-5 times by using a manual electric hoist.
The invention has the following beneficial effects:
the prefabricated box bridge plate units are spliced without cast-in-place, and the steel strands stretched in cross sections are arranged in the prefabricated and spliced box bridge, so that the rigidity of the overall structure of the box bridge is improved while the construction period is shortened, the downwarping of a beam body is prevented, the use performance and the limit bearing capacity of the bridge are improved, and the safety of the bridge is enhanced.
Drawings
FIG. 1 is a layout diagram of longitudinal steel strands of a box bridge in an embodiment of the invention;
FIG. 2 is section A-A of FIG. 1;
FIG. 3 is section B-B of FIG. 1;
FIG. 4 is a partial schematic view of L of FIG. 3;
FIG. 5 is a layout diagram of transverse steel strands of the box bridge in the embodiment of the invention;
FIG. 6 is an enlarged view of part M of FIG. 5;
FIG. 7 is an enlarged schematic view of part N of FIG. 5;
FIG. 8 is a schematic structural diagram of a sawtooth block in an embodiment of the present invention;
FIG. 9 is a schematic diagram of the laying of steel strands in an embodiment of the present invention;
FIG. 10 is an enlarged view of part K of FIG. 9;
in the figure, 1-box type beam slab unit, 2-steel strand, 3-first group of tension steel strand, 4-second group of tension steel strand, 5-third group of tension steel strand, 6-tension end, 7-fixed pulley, 8-steel wire rope, 9-winch, 10-corrugated pipe, 11-sawtooth block, 12-anchorage device, 13-prestressed pore channel, 14-cushion block, 15-iron wire, 16-fixing frame, 17-piece beam steel bar and 18-drag hook.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
Referring to fig. 1 to 3, the prefabricated box type bridge for prestress tensioning construction in one embodiment of the invention comprises a plurality of prefabricated box type beam-slab units 1, wherein the plurality of box type beam-slab units 1 are longitudinally spliced, a pore channel is longitudinally arranged in each box type beam-slab unit 1, pore channels between adjacent box type beam-slab units 1 are communicated, and cross-section tensioned steel strands 2 are distributed in the pore channels of the plurality of box type beam-slabs; the prefabricated box bridge plate units are spliced without cast-in-place, and the steel strands 2 stretched in cross sections are arranged in the prefabricated and spliced box bridge, so that the rigidity of the overall structure of the box bridge is improved while the construction period is shortened, the downwarping of a beam body is prevented, the service performance and the limit bearing capacity of the bridge are improved, and the safety of the bridge is enhanced.
Furthermore, a pore channel is transversely arranged in the box-type beam plate unit 1, and a cross-tensioned steel strand 2 is arranged in the pore channel.
Further, the longitudinal length of the box-type girder unit 1 is 3 m.
Further, the diameter of the steel strand 2 was 15.24mm, and the stress was 1860 MPa.
Furthermore, the corrugated pipe 10 is sleeved on the inner wall of the pore passage, sheet beam steel bars 17 are arranged at two ends of the box-type beam plate unit 1, a fixing frame 16 is arranged between the sheet beam steel bars 17, and the corrugated pipe 10 is screwed and fixed on the fixing frame 16 through an iron wire 15.
Furthermore, the tensioning ends 6 on the two sides of the steel strand 2 are provided with sawtooth blocks 11, prestress pore channels 13 are arranged in the sawtooth blocks 11, the prestress pore channels 13 are communicated with pore channels in the box-type beam plate, and anchorage devices 12 are arranged at the end parts of the prestress pore channels 13.
Further, the inclined gradient of the sawtooth block 11 is different every span of the tensioning end 6, and the sawtooth block 11 is manufactured according to the inclined gradient.
Furthermore, the end part of the anchorage device 12 is provided with a cushion block 14 with different thicknesses, and the inclination of the sawtooth block 11 is adjusted through the cushion block 14 with different thicknesses.
The method for constructing a box girder for prestress tension construction according to claim 1, comprising the steps of:
1) longitudinally splicing the box-type beam-slab units 1 into a spanning box-type bridge;
2) a fixed pulley 7 is arranged at one end of any one box-type beam-slab unit 1;
3) one end of a steel wire rope 8 longitudinally penetrates through a pore passage in the box-type beam plate unit 1 and is connected with a steel strand 2 outside the pore passage (in the specific embodiment, one end of the steel strand 2 is provided with a draw hook 18 and is connected with the steel wire rope 8 through the draw hook 18), and the other end of the steel wire rope 8 bypasses a fixed pulley 7 and is connected with a winch 9 (in the specific embodiment, the winch 9 is a 10-ton winch 9);
4) the winch 9 drives the steel strand 2 to penetrate through the pore channels in the box-type beam-slab units 1 by pulling the steel wire rope 8, so that the steel strand 2 is laid in the box-type beam-slab units 1 along the pore channels;
5) starting to lay the steel strands 2 on the next box-type beam-slab unit 1, and repeating the steps 2) -4) until all the box-type beam-slab units 1 are laid, so that the steel strands 2 are distributed in the box-type beam-slab units 1 along the pore channels in a crossed manner;
6) the steel strands 2 in the same span of the prefabricated box-shaped bridge are tensioned in a cross and sectional mode, the steel strands 2 with the same length on the same tensioning section are used as a group in each section, and the steel strands 2 are tensioned according to the group;
7) grouting the tensioned steel strand 2.
Further, if the box-type beam slab unit is cast-in-place, in the process of tensioning the steel strands 2, tensioning each group of steel strands 2 for three times, and the method comprises the following steps:
a) when the concrete strength reaches C25, tensioning a part of the steel strands 2;
b) when the concrete reaches 100%, tensioning the steel strands 2 of the rest part;
c) and tensioning the steel strands 2 between the spans of the box-type bridge when the strength of the concrete reaches 100 percent.
Further, before each time of tensioning the steel strand 2, the positions of the anchorage 12 and the jack at the two ends of the pore channel are adjusted to enable the axes of the anchorage 12, the jack and the pore channel to be on the same straight line, and then tensioning is carried out.
Furthermore, when the clamping piece is installed, the clamping piece is installed in a set, and the top surface of the clamping piece is smooth. If the clamping piece seriously damages the prestressed reinforcement or the initial holding force of the clamping piece is small, the retraction amount of the prestressed reinforcement is increased, and after anchoring, the unevenness of the top surface of the clamping piece exceeds 1mm and the like, the depth of the groove of the limiting plate is adjusted. After tensioning is finished, the exposed amount of the clamping piece is preferably 3-5 mm, and the design requirement is met.
Further, the loading sequence of the prestressed steel strand 2 is as follows: 0 → 10% control force σk(recording jack stroke) → 30%, 60%, 80%, 100% control force σk(Graded loading, Graded recording jack travel) → 103% control force σk→ closing the accelerator for 5 minutes → replenishing the oil pressure to 103% control force σk→ slow oil return anchorage.
Further, in the step 6), after grouting the tensioned steel strand 2, the method further includes the following steps: cleaning adjacent pore channels which are not grouted, and loosening each bundle of steel strands in the adjacent pore channels for 3-5 times by using a manual electric hoist; and the slurry in the hole 2 of the steel strand subjected to grouting flows and is prevented from flowing and solidifying in the hole 2 of the steel strand not tensioned, so that the steel strand 2 cannot penetrate and the pollution caused by grouting is avoided.
Further, as shown in fig. 1 to 3, in the first section, the first group of tensile steel strands 3 includes steel strands 2 with the numbers a1, B1, D1, F1 and G1, the second group of tensile steel strands 4 includes steel strands 2 with the numbers C1 and E1, and the third group of tensile steel strands 5 includes steel strands 2 with the numbers H1, I1 and J1; in the second section, the first group of tensioned steel strands 3 comprises steel strands 2 numbered H2 and I2, the second group of tensioned steel strands 4 comprises steel strands 2 numbered C2 and J2, and the third group comprises steel strands 2 numbered a2 and G2.
In one embodiment of the invention, the working process of the invention is as follows:
the steel strand 2 is used as a carrier, the prestressed steel strand is arranged in a box girder hole, the shape of the prestressed steel strand is similar to the bending moment figure of a girder body, the prestressed steel strand is a three-dimensional space linear type, the prestressed steel strand penetrates through a precast slab girder and is tensioned through group anchors, and each span adopts a cross-sectional tensioning process, so that the prestressed steel strand forms a whole with certain rigidity. Thereby improving the service performance of the bridge and improving the ultimate bearing capacity. The method comprises the following steps:
(1) preparation work before tensioning of the prestressed steel strand 2: the method comprises the steps of tensioning machine approach and personnel approach, matched calibration of a pressure gauge and a jack, box bridge inspection and file data preparation, calculation of stress loss of the longitudinal and transverse prestressed steel strands 2 and theoretical elongation calculation of the longitudinal and transverse prestressed steel strands 2.
(2) And (3) testing the elastic modulus of the prestressed steel strand 2: in order to correctly calculate the theoretical elongation of the prestressed steel strand 2 under the action of the tensile force, the elastic modulus test is carried out on the prestressed steel strands 2 of different batches, and the test result is approved by professional engineers and serves as the calculation basis of the theoretical elongation of the prestressed steel strand 2.
(3) Friction force test of pore channel: during the experiment, a dynamometer is arranged at one end of a prestressed steel strand 2 in a pore channel, a tensioning jack is arranged at the other end of the prestressed steel strand 2, the prestressed steel strand 2 is tensioned to 80% of ultimate strength, the tensioning is divided into 8 identical loading and unloading increments, the increment of each loading and unloading, the pressure displayed by an instrument, the elongation of the steel strand 2 and the pressure of a pressure box are recorded, the experiment should consider the friction influence of the prestressed steel strand 2 and an anchorage device 12 and the friction coefficient of the jack, the measured friction force and the friction coefficient should be relatively stable, the change should not be larger than +/-7%, otherwise, the reason should be found out to ensure that the theoretical elongation is consistent with the actual elongation, if the elongation exceeds +/-7% of the limit, the reason should be analyzed and the prestressed tensioning operation is corrected to ensure that the final pretension is consistent with the specification of a design drawing, if necessary, the pore channel is lubricated by soluble oil, and after the prestressed steel strand 2 is tensioned, washing and drying are carried out.
(4) Fixing of the corrugated tube 10: the coordinate value of the corrugated pipe 10 with the cross section of every 3 meters is only given on the design drawing, the coordinate value of the cross section of every meter is required for fixing the corrugated pipe 10, the coordinate value needs to be refined, and a CAD drawing method is used, namely, the coordinate value of the corrugated pipe 10 provided by one design is drawn in a CAD coordinate system and then connected into a whole round smooth line by 'multi-segment lines'; and finally, finding out the coordinate per meter, using a phi 10 steel bar to make a fixing frame 16 according to the section distribution condition of the corrugated pipe 10 at intervals of one meter (or a certain distance), fixing the fixing frame 16 and a plate beam steel bar 17, screwing the corrugated pipe 10 and the fixing frame 16 by using a 20# iron wire 15, and when prefabricating, ensuring the complete butt joint of the pre-buried corrugated pipe 10 by using adjacent plate beams.
(5) And laying the prestressed steel strands 2, namely stretching the bridge plate prestressed steel strands 2 in a way of spanning two spans by 84 meters at the longest, stretching the bridge plate prestressed steel strands 2 in a way that the curve coordinate XYX has a three-dimensional trend, the slope is large in amplitude, bending and bending are carried out, each bundle of steel strands 2 is about 1 ton in multiple, the steel strands 2 are difficult to lay, pulling the steel strands 2 to walk by penetrating two bundles of pulley devices on the installed bridge plate stretching end 6 by adopting a 10-ton winch, pulling the steel strands 2 to pass through one end of the winch 9 and pulling the steel strands 2 through a steel wire rope 8, and welding a draw hook 18 at the end of each bundle of steel strands 2 to penetrate through the steel.
(6) The prestressed steel strand 2 of the prefabricated box beam is tensioned at two ends, the prestressed steel strand 2 is tensioned in a cross sectional manner in the same span, the prestressed steel strands with the same length on the same tensioning section are grouped into a group, the prestressed steel strands are arranged in a group, the prestressed steel strands with the same length on the same tensioning section, when the length of the steel strand 2 reaches 84 meters, the curve amplitude is large, the stress is not uniform, and the tensioning tail end is not easy to construct, a hole reserved inserted steel bar is arranged on a bridge plate, after the prestressed steel strand is tensioned from a hole to one end of the plate bottom, the other end is compensated to reduce the loss of the prestress, then the reserved hole is supported on a mold, the inclined gradient of the sawtooth block 11 at each span tensioning end 6 is different, calculation is carried out through a CAD (computer aided design), a sawtooth block 11 device is manufactured according to the inclined gradient of the sawtooth block 11 at each span tensioning end, the inclined gradient of the tensioning anchor 12 is adjusted by using cushion blocks 14 with different, and then tensioning can be carried out, and the friction loss of the pore channel cannot be increased only by centering the pore channel, the anchor ring and the jack.
(7) The cast-in-place box beam is characterized in that each span is used as an independent construction section, the prestressed tendons are simultaneously tensioned at two ends, the prestressed steel strands 2 which are arranged in the same form in each construction section are grouped into one group, the tensioning is performed for three times, the first tensioning is performed by drawing part of the numbered steel strands 2 according to the number specified by a drawing until the concrete strength reaches C25, the rest number of the steel strands 2 is tensioned until the concrete reaches 100%, the third tensioning is performed by drawing the number of the prestressed steel strands 2 between the spans when the concrete strength reaches 100%, the lengths of the steel strands 2 are different due to the fact that the lengths of the cast-in-place spans are designed, the tensioning ends 6 of some steel strands 2 are in the middle of the slab, holes must be formed in the slab, the slab bottom tensioning is performed, a person and a jack are arranged at the bottom of the slab, and tensioning machine operators.
(8) The loading sequence of the prestressed reinforcement is as follows: 0 → 10% control force σk(recording jack stroke) → 30%, 60%, 80%, 100% control force σk(Graded loading, Graded recording jack travel) → 103% control force σk→ closing the accelerator for 5 minutes → replenishing the oil pressure to 103% control force σk→ slow oil return anchorage.
(9) When the tensioning operation is carried out, the positions of the anchorage device 12 and the jack are adjusted to enable the axes of the pore channel, the anchorage device 12 and the jack to be on the same straight line, then the tensioning is carried out, when the clamping pieces are installed, the clamping pieces are installed in a set, and the top surfaces of the clamping pieces are smooth. If the clamping piece seriously damages the prestressed reinforcement or the initial holding force of the clamping piece is small, the retraction amount of the prestressed reinforcement is increased, and after anchoring, the unevenness of the top surface of the clamping piece exceeds 1mm and the like, the depth of the groove of the limiting plate is adjusted. After tensioning is finished, the exposed amount of the clamping piece is preferably 3-5 mm, and the design requirement is met.
(10) In order to prevent the residual slurry in the holes of the steel strand 2 subjected to grouting from flowing and flowing to the holes of the steel strand 2 not tensioned and solidifying the residual slurry, the steel strand 2 cannot penetrate, pollution caused by grouting needs to be cleaned in time, and after grouting is finished, the steel strand 2 in each bundle is loosened by a manual hoist for 3-5 times for the holes of the steel strand 2 not subjected to grouting.
The above is only a preferred embodiment of the present invention, and certainly, the scope of the present invention should not be limited thereby, and therefore, the present invention is not limited by the scope of the claims.
Claims (8)
1. A construction method of a prefabricated box type bridge for implementing prestress tensioning construction is characterized in that the prefabricated box type bridge for prestress tensioning construction comprises a plurality of prefabricated box type beam-slab units which are longitudinally spliced, pore channels are longitudinally arranged in the box type beam-slab units, the pore channels between adjacent box type beam-slab units are communicated, and steel strands which are tensioned in a cross segmentation mode are distributed in the pore channels of the box type beam-slab units; one part of the steel strand tensioned in the cross section is tensioned in the original span, and the other part of the steel strand tensioned in the cross section is tensioned in two spans;
the construction method of the prefabricated box type bridge for implementing the prestress tensioning construction comprises the following steps:
1) longitudinally splicing the box-type beam-slab units into a span prefabricated box-type bridge;
2) arranging a fixed pulley at one end of any one box-type beam-slab unit;
3) one end of a steel wire rope longitudinally penetrates through a pore channel in the box-type beam plate unit and is connected with a steel strand outside the pore channel, and the other end of the steel wire rope is connected with a winch by bypassing a fixed pulley;
4) the winch drives the steel strands to penetrate through the pore channels in the box-type beam-slab units by pulling the steel wire ropes, so that the steel strands are laid in the box-type beam-slab units along the pore channels;
5) starting to lay steel strands on the next box-type beam-slab unit, and repeating the steps 2) -4) until all the box-type beam-slab units are laid, so that the steel strands are distributed in the plurality of box-type beam-slab units along the pore channels in a crossed manner;
6) the steel strands in the same span of the prefabricated box-shaped bridge are tensioned in a cross and sectional mode, the steel strands in the same length on the same tensioning section are used as a group in each section, and the steel strands are tensioned according to the group;
7) grouting the tensioned steel strand;
before the step 3), a friction force experiment of the pore channel is also included: during the experiment, a dynamometer is installed at one end of a prestressed steel strand in a pore channel, a tensioning jack is installed at the other end of the prestressed steel strand, the prestressed steel strand is tensioned to 80% of ultimate strength, the tensioning is divided into 8 identical loading and unloading increments, the increment of each loading and unloading, the pressure displayed by an instrument, the elongation of the steel strand and the pressure of a pressure box are recorded, the friction effect of the prestressed steel strand and an anchorage and the friction coefficient of the jack are considered in the experiment, the measured friction force and the friction coefficient are relatively stable, the change is not larger than +/-7%, otherwise, the reason is found out to ensure that the theoretical elongation conforms to the actual elongation, if the elongation exceeds +/-7% of the limit, the reason is analyzed, and the prestressed tensioning operation is corrected to ensure that the final pretension conforms to the specification of a design drawing.
2. The construction method according to claim 1, wherein the longitudinal length of the box-type girder unit is 2 to 4 m.
3. The construction method according to claim 1, wherein the steel strand has a diameter of 12 to 16mm and a stress of 1500 to 2000 MPa.
4. The construction method according to claim 1, wherein the corrugated pipe is sleeved on the inner wall of the duct, the box-type beam-slab unit is provided with plate beam reinforcements at both ends thereof, and the corrugated pipe is fixed by the fixing frame provided between the plate beam reinforcements.
5. The construction method according to claim 1, wherein the tension ends of the steel strand are provided with saw tooth blocks, the saw tooth blocks are provided with prestressed ducts, the prestressed ducts are communicated with ducts in the box-type beam slab units, and anchorage devices are arranged at the ends of the prestressed ducts.
6. The construction method according to claim 5, wherein the end of the anchorage device is provided with cushion blocks with different thicknesses, and the inclination of the sawtooth block is adjusted through the cushion blocks with different thicknesses.
7. The construction method according to claim 1, wherein before each time the steel strand is tensioned, the positions of the anchor and the jack at the two ends of the hole channel are adjusted so that the axes of the anchor, the jack and the hole channel are aligned, and then the tensioning is performed.
8. The construction method according to claim 1, wherein the step 7) of grouting the tensioned steel strand further comprises the following steps: cleaning the adjacent pore channels which are not grouted, and loosening each bundle of steel strands in the adjacent pore channels for 3-5 times by using a manual electric hoist.
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| CN112281660A (en) * | 2020-09-17 | 2021-01-29 | 济南利民路桥工程有限责任公司 | Bridge body prestress tensioning method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201087505Y (en) * | 2007-09-18 | 2008-07-16 | 中铁二局股份有限公司 | Pretensioned box beam prefabricated stretching transverse beam |
| KR20090045825A (en) * | 2007-11-02 | 2009-05-08 | 롯데건설 주식회사 | With h-typed cross section member for channel bridge |
| CN102561204A (en) * | 2012-03-08 | 2012-07-11 | 中铁二十一局集团有限公司 | Construction method for inserting super-long steel stranded wires before pouring of bridge body |
| CN102587282A (en) * | 2012-03-11 | 2012-07-18 | 中铁二十局集团第二工程有限公司 | Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude |
| CN202543809U (en) * | 2012-05-07 | 2012-11-21 | 中铁十局集团建筑工程有限公司 | Steel strand pulling device |
| CN105603880A (en) * | 2016-01-25 | 2016-05-25 | 中交二公局第一工程有限公司 | Assembly method of segmental box beam with reserved pressure grouting hole |
-
2016
- 2016-05-30 CN CN201610371266.6A patent/CN106149541B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201087505Y (en) * | 2007-09-18 | 2008-07-16 | 中铁二局股份有限公司 | Pretensioned box beam prefabricated stretching transverse beam |
| KR20090045825A (en) * | 2007-11-02 | 2009-05-08 | 롯데건설 주식회사 | With h-typed cross section member for channel bridge |
| CN102561204A (en) * | 2012-03-08 | 2012-07-11 | 中铁二十一局集团有限公司 | Construction method for inserting super-long steel stranded wires before pouring of bridge body |
| CN102587282A (en) * | 2012-03-11 | 2012-07-18 | 中铁二十局集团第二工程有限公司 | Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude |
| CN202543809U (en) * | 2012-05-07 | 2012-11-21 | 中铁十局集团建筑工程有限公司 | Steel strand pulling device |
| CN105603880A (en) * | 2016-01-25 | 2016-05-25 | 中交二公局第一工程有限公司 | Assembly method of segmental box beam with reserved pressure grouting hole |
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| CN106149541A (en) | 2016-11-23 |
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