CN109537467A - A kind of box girder pre-stressed construction method - Google Patents
A kind of box girder pre-stressed construction method Download PDFInfo
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- CN109537467A CN109537467A CN201811546389.4A CN201811546389A CN109537467A CN 109537467 A CN109537467 A CN 109537467A CN 201811546389 A CN201811546389 A CN 201811546389A CN 109537467 A CN109537467 A CN 109537467A
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- prestressed strand
- tensioning
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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
-
- 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
-
- 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
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to road and bridge design and construction technical fields, more particularly to a kind of box girder pre-stressed construction method.It the described method comprises the following steps: prestressed strand is set inside cast-in-situ box girder, and the prestressed strand stretches out outside the box beam；Notch is preset in the position that the prestressed strand stretches out in the box beam, to install tensioning equipment；After the box beam shapes and reaches design code intensity, the both ends outside the box beam are stretched out to the prestressed strand simultaneously by the tensioning equipment and carry out tensioning, the stretching force of the tensioning equipment stops increasing after progressively increasing to stretching control force corresponding with the intensity of the prestressed strand；Sealing off and covering anchorage is carried out to the prestressed strand after the tensioning equipment is removed.The present invention provides a kind of box girder pre-stressed construction method, carries out tensioning again after being poured box beam concrete formation, safety coefficient is higher；It is more accurately controlled by having to prestressed strand stretching extension value, stretching force, prestressing force effect easily guarantees.
Description
Technical field
The present invention relates to road and bridge design and construction technical fields, more particularly to a kind of box girder pre-stressed construction method.
Background technique
Prestressed concrete cast-in-situ box girder is common a kind of bridge in Bridge Design at present, and technique is present bracket
Upper cast-in-situ box girder concrete, the rear tensioning for carrying out prestressed strand.
Large volume cast-in-situ box girder pre-stress construction is always weight, difficult point link because complex process, technical quality require height.
It is main using pulling force is added in advance in component when carrying out prestressed stretch-draw in the prior art, so that being applied prestressed stretch-draw structure
Part bears compression, so that it generates certain deformation, to cope with the suffered load of structure itself, in construction of cast-in-place box girders
Tensioning is carried out in the process, and stretching force is difficult to control, and is easy to appear safety problem, and need to keep suitable before box beam molding is fixed
The long tensioning time.
As it can be seen that safety coefficient is low, the simultaneous tension time in the prior art due to carrying out prestressed stretch-draw during cast-in-place
It is long, cause construction efficiency low, box beam casting cycle is long.
Summary of the invention
The present invention provides a kind of box girder pre-stressed construction method, is able to solve cast-in-situ box girder casting safety system in the prior art
Number is low with the tensioning time is long, construction efficiency is low problem.
The invention is realized in this way a kind of box girder pre-stressed construction method, comprising:
Prestressed strand is set inside cast-in-situ box girder, and the prestressed strand stretches out outside the box beam；
Notch is preset in the position that the prestressed strand stretches out in the box beam, to install tensioning equipment；
After the box beam shapes and reaches design code intensity, by the tensioning equipment simultaneously to the prestress steel
Beam stretches out the both ends outside the box beam and carries out tensioning, and the stretching force of the tensioning equipment progressively increases to and the prestressed strand
The corresponding stretching control force of intensity after stop increase；
Sealing off and covering anchorage is carried out to the prestressed strand after the tensioning equipment is removed.
Further, it is described by the tensioning equipment to the prestressed strand carry out tensioning before, further include following step
It is rapid:
The stretching control force is calculated according to the area of section of the prestressed strand and maximum control stress for prestressing, is calculated
Formula are as follows:
P=mS σcon=mSfpk·a
Wherein, m is the steel strand wires radical that the prestressed strand includes, and S is the single steel that the prestressed strand includes
The section of diameter area of twisted wire, σconFor the maximum control stress for prestressing, fpkIntensity is marked for prestressed strand, a is to design most
Big tension control stress coefficient.
Further, when carrying out tensioning to the prestressed strand by the tensioning equipment, it was divided at least two stages
It is slowly increased stretching force, until the stretching force of the tensioning equipment reaches the stretching control force.
Further, when carrying out tensioning to the prestressed strand by the tensioning equipment, it is slow to be divided into three phases
Increase stretching force, specifically includes the following steps:
Tensioning is carried out to the prestressed strand by the tensioning equipment, the stretching force of the tensioning equipment gradually increases
To the stretching control force 8%~18% when, pause increases the stretching force of the tensioning equipment, measures the prestressed strand
The first elongation L1；
When the stretching force of the tensioning equipment is gradually increased to the 16%~36% of the stretching control force, pause increases institute
The stretching force for stating tensioning equipment measures the second elongation L2 of the prestressed strand；
When the stretching force of the tensioning equipment is gradually increased to the stretching control force, pause increases the tensioning equipment
Stretching force measures the third elongation L3 of the prestressed strand；
Calculate practical stretching extension value L according to formula L=L3+L2-2*L1, if the practical stretching extension value L of gained with it is right
The theoretical value difference answered is excessive, then continues tensioning after ascertaining the reason and adjust.
Further, the practical stretching extension value L cannot be greater than ± 6% with corresponding theoretical value difference.
Further, when carrying out tensioning to the prestressed strand by the tensioning equipment, according to the prestress steel
Arrangement form of the beam in the box beam,
The steel beam first elongated, then draw short steel beam；
Intermediate steel beam is first drawn, then draws the steel beam of two sides；
The steel beam of web is first drawn, then draws the steel beam of remaining panel.
Further, it is described by the tensioning equipment remove after by the prestressed strand carry out sealing off and covering anchorage, specifically include with
Lower step:
When the stretching force of the tensioning equipment reaches the stretching control force 100%, anchored after keeping preset time；
Cement grout is pressed into the gap between the prestressed strand and the box beam using pneumatic mortar machine, so that described pre-
Stress steel beam and the box beam secure bond are integral；
The extra prestressed strand is wiped out, and sealing off and covering anchorage is filled to the notch using quick-hardening cement mortar, by institute
It is closely knit to state prestressed strand exposed parts package.
Further, the box beam, which forms and reaches intensity after design code intensity refers to the box beam molding, reaches design
Intensity 85%~92% when.
Further, the box beam, which forms and reaches intensity after design code intensity refers to the box beam molding, reaches design
Intensity 90% when.
Further, the tensioning equipment is stretch-draw jack.
The present invention provides a kind of box girder pre-stressed construction method, due to being first to be poured box beam concrete formation, reaches to intensity
Tensioning is carried out after to design requirement again, safety coefficient is than first applying the mode of a method pre-stress construction more before box beam molding
Height, and the equipment used is simple, and production flexibly, can construct on a large scale, the site operation suitable for large bridge box beam；It is logical
It crosses that there is prestressed strand stretching extension value, stretching control force and more accurately controls, prestressing force effect easily guarantees.
Detailed description of the invention
Fig. 1 is the flow chart of the box girder pre-stressed construction method provided in the embodiment of the present invention；
Fig. 2 is the flow chart of the sealing off and covering anchorage provided in the embodiment of the present invention.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.
Specific implementation of the invention is described in detail below in conjunction with specific embodiment.
As shown in Figure 1, being the flow chart of pre-stressed construction method provided in an embodiment of the present invention, box beam of the invention is answered in advance
Power construction method, comprising:
Prestressed strand is arranged in step S101 inside cast-in-situ box girder, and prestressed strand stretches out outside box beam；
Step S102, the position that prestressed strand stretches out in box beam opens up notch, to install tensioning equipment；
Step S103, after box beam shapes and reaches design code intensity, by tensioning equipment simultaneously to prestressed strand
The both ends stretched out outside box beam carry out tensioning, and the stretching force of tensioning equipment progressively increases to corresponding with the intensity of prestressed strand
Stop increasing after drawing control force；
Step S104 carries out sealing off and covering anchorage to prestressed strand after removing tensioning equipment.
In embodiments of the present invention, sealing off and covering anchorage refers to that bonded prestress after the completion of tensioning work, will block steel strand
The anchorage of line is closed using high strength cement mortar, after some strength to be achieved, starts the pressure priming petock in prestressed pore passage
Mud (this process notices that air empties as far as possible in duct), after cement slurry reaches some strength, it can it is exposed to cut part
Steel strand wires anchorage is wrapped in concrete and in the assembling reinforcement of anchorage position, installation template.
Specifically, as shown in Fig. 2, being sealing off and covering anchorage flow diagram provided in an embodiment of the present invention.In embodiments of the present invention,
Prestressed strand is subjected to sealing off and covering anchorage after tensioning equipment is removed, specifically includes the following steps:
Step S201 when the stretching force of tensioning equipment reaches stretching control force 100%, is anchored after keeping preset time, is had
The body retention time can be set according to time situation, until the elongation of prestressed strand is not in variation.
Cement grout is pressed into the gap between prestressed strand and the box beam using pneumatic mortar machine by step S202, so that
Prestressed strand and box beam secure bond are integral；
Step S203 wipes out extra prestressed strand, and is filled sealing off and covering anchorage to notch using quick-hardening cement mortar, will be pre-
Stress steel beam exposed parts package is closely knit.
In embodiments of the present invention, anchoring refers to that reinforcing bar is wrapped in concrete, enhances the connection of concrete and rebar,
Keep building stronger, it is therefore an objective to work together the two can to undertake various stress and (cooperate and bear from various loads
Generate pressure, pulling force and moment of flexure, torque etc.).Concrete operations are to penetrate plane of weakness with drilling by certain direction to be deep into completely
It in rock mass, is inserted into prestress anchorage cable (reinforcing bar), then hole consolidation is got up with cement, forms the knot with certain tensile capacity
Structure.
In embodiments of the present invention, tensioning equipment is stretch-draw jack.Stretch-draw jack is pre- for tensioning steel hinge line etc.
The Special jack of stress rib.Stretch-draw jack needs and stretching oil pump is used cooperatively, and tensioning and the power to return back to top are by tensioning oil
The high pressure oil of pump provides.Stretch-draw jack is compact-sized, stable working when tensioning, and oil pressure is high, and stretching force is big.
In embodiments of the present invention, used cement grout is the cement and water stirring gained that the ratio of mud is 0.28:1,
Otherwise on-site measurement and the consistency for adjusting slurries will mix slurries, until meeting the requirements to reach technical requirement again.
In embodiments of the present invention, cement grout is pressed into the gap between prestressed strand and the box beam by pneumatic mortar machine
When, first slurries are added in mudjack, start mudjack, open mud jacking valve, carry out mud jacking.The pressure of mudjack maintains 0.5
In~0.7MPa；When the slurry consistency of slurries from venthole outflow and outflow in box beam is suitable with the slurry in indentation duct
When, grout outlet is closed, 3~5min of mud jacking is continued, makes overpressure in 0.5MPa or more, finally turns off mud jacking valve, complete mud jacking
Work.
In embodiments of the present invention, it is desirable that the neck-in of anchoring stage prestressed strand stretching end should be not more than 5mm；Tensioning
When reaching design stress 100%, Yao Chihe is anchored again after five minutes；Its exposed length after prestressed strand is cut with abrasive machine after anchor
Degree is not less than 3cm, forbids electric arc, acetylene-oxygen cutting.In other embodiments of the invention, above-mentioned parameter can also be according to reality
Border situation is adjusted, and the present invention is merely illustrative of, and is not limited.
In embodiments of the present invention, before step S103 passes through tensioning equipment to prestressed strand progress tensioning, further include
Following steps:
Stretching control force, calculation formula are calculated according to the area of section of prestressed strand and maximum control stress for prestressing are as follows:
P=mS σcon=mSfpk·a
Wherein, m is the steel strand wires radical that prestressed strand includes, and S is the straight of the single steel strand that prestressed strand includes
Diameter area of section, σconFor maximum control stress for prestressing, fpkIntensity is marked for prestressed strand, a is to design maximum cable tensios control to answer
Force coefficient.Specifically, control stress for prestressing refers to that deformed bar controls the maximum stress value reached when carrying out tensioning, most
The value of big control stress for prestressing can be obtained according to the case where actual design, directly affect the use effect of prestressed concrete
Fruit, if control stress for prestressing value is too low, deformed bar is after various losses, to the compressive pre-stress of concrete generation
It is too small, the crack resistance and rigidity of prestressed concrete member cannot be effectively improved.
In embodiments of the present invention, when carrying out tensioning to prestressed strand by tensioning equipment, it was divided at least two stages
It is slowly increased stretching force, until the stretching force of tensioning equipment reaches stretching control force.
In embodiments of the present invention, when carrying out tensioning to prestressed strand by tensioning equipment, it is slow to be divided into three phases
Increase stretching force, specifically includes the following steps:
Tensioning is carried out to prestressed strand by tensioning equipment, the stretching force of tensioning equipment is gradually increased to stretching control force
8%~18% when, pause increase tensioning equipment stretching force, measure the first elongation L1 of prestressed strand；
When the stretching force of tensioning equipment is gradually increased to the 16%~36% of stretching control force, pause increases tensioning equipment
Stretching force measures the second elongation L2 of prestressed strand；
When the stretching force of tensioning equipment is gradually increased to stretching control force, pause increases the stretching force of tensioning equipment, measurement
The third elongation L3 of prestressed strand；
Calculate practical stretching extension value L according to formula L=L3+L2-2*L1, if the practical stretching extension value L of gained with it is right
The theoretical value difference answered is excessive, then continues tensioning after ascertaining the reason and adjust.Real-time monitoring tensioning situation in stretching process,
So that tensioning precision is higher.
In embodiments of the present invention, practical stretching extension value L cannot be greater than ± 6% with corresponding theoretical value difference.
In embodiments of the present invention, prestressed strand is arranged on the web and bottom plate of box beam, by tensioning equipment to pre-
When stress steel Shu Jinhang tensioning, according to arrangement form of the prestressed strand in box beam, the steel beam first elongated, then draw short steel
Beam；Intermediate steel beam is first drawn, then draws the steel beam of two sides；The steel beam of web is first drawn, then draws the steel beam of remaining panel, so that prestressing force
Stress distribution of the steel beam inside box beam is uniform, improves the effect of pre-stress construction.
In embodiments of the present invention, box beam, which forms and reaches intensity after design code intensity refers to box beam molding, reaches design
Intensity 85%~92% when.Specifically, in embodiments of the present invention, box beam, which forms and reaches design code intensity, refers to box beam
When intensity reaches the 90% of design strength after molding.
The present invention provides a kind of box girder pre-stressed construction method, due to being first to be poured box beam concrete formation, reaches to intensity
Tensioning is carried out after to design requirement again, safety coefficient is than first applying the mode of a method pre-stress construction more before box beam molding
Height, and the equipment used is simple, and production flexibly, can construct on a large scale, the site operation suitable for large bridge box beam；It is logical
It crosses that there is steel strand tension elongation, stretching control force and more accurately controls, quality easily guarantees.
It is obvious to a person skilled in the art that invention is not limited to the details of the above exemplary embodiments, Er Qie
In the case where without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter
From the point of view of which point, the present embodiments are to be considered as illustrative and not restrictive, and the scope of the present invention is by appended power
Benefit requires rather than above description limits, it is intended that all by what is fallen within the meaning and scope of the equivalent elements of the claims
Variation is included within the present invention.
In addition, it should be understood that although this specification is described in terms of embodiments, but not each embodiment is only wrapped
Containing an independent technical solution, this description of the specification is merely for the sake of clarity, and those skilled in the art should
It considers the specification as a whole, the technical solutions in the various embodiments may also be suitably combined, forms those skilled in the art
The other embodiments being understood that.
Claims (10)
1. a kind of box girder pre-stressed construction method, which is characterized in that the described method comprises the following steps:
Prestressed strand is set inside cast-in-situ box girder, and the prestressed strand stretches out outside the box beam；
Notch is preset in the position that the prestressed strand stretches out in the box beam, to install tensioning equipment；
After the box beam shapes and reaches design code intensity, the prestressed strand is stretched simultaneously by the tensioning equipment
The both ends outside the box beam carry out tensioning out, and the stretching force of the tensioning equipment progressively increases to strong with the prestressed strand
Stop increasing after spending corresponding stretching control force；
Sealing off and covering anchorage is carried out to the prestressed strand after the tensioning equipment is removed.
2. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that described to pass through the tensioning equipment
It is further comprising the steps of before carrying out tensioning to the prestressed strand:
The stretching control force, calculation formula are calculated according to the area of section of the prestressed strand and maximum control stress for prestressing
Are as follows:
P=mS σcon=mSfpk·a
Wherein, m is the steel strand wires radical that the prestressed strand includes, and S is the single steel strand that the prestressed strand includes
Section of diameter area, σconFor the maximum control stress for prestressing, fpkIntensity is marked for prestressed strand, a is design maximum
Draw proof stress coefficient.
3. a kind of box girder pre-stressed construction method as claimed in claim 2, which is characterized in that by the tensioning equipment to institute
When stating prestressed strand and carrying out tensioning, being divided at least two stages is slowly increased stretching force, until the tensioning of the tensioning equipment
Power reaches the stretching control force.
4. a kind of box girder pre-stressed construction method as claimed in claim 3, which is characterized in that by the tensioning equipment to institute
When stating prestressed strand progress tensioning, it is divided into three phases and is slowly increased stretching force, specifically includes the following steps:
Tensioning is carried out to the prestressed strand by the tensioning equipment, the stretching force of the tensioning equipment is gradually increased to institute
When stating the 8%~18% of stretching control force, pause increases the stretching force of the tensioning equipment, measures the of the prestressed strand
One elongation L1；
When the stretching force of the tensioning equipment is gradually increased to the 16%~36% of the stretching control force, pause increases described
The stretching force for drawing equipment, measures the second elongation L2 of the prestressed strand；
When the stretching force of the tensioning equipment is gradually increased to the stretching control force, pause increases the tensioning of the tensioning equipment
Power measures the third elongation L3 of the prestressed strand；
Calculate practical stretching extension value L according to formula L=L3+L2-2*L1, if the practical stretching extension value L of gained with it is corresponding
Theoretical value difference is excessive, then ascertains the reason and continue tensioning after adjusting.
5. a kind of box girder pre-stressed construction method as claimed in claim 4, which is characterized in that the practical stretching extension value L
± 6% cannot be greater than with corresponding theoretical value difference.
6. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that by the tensioning equipment to institute
When stating prestressed strand and carrying out tensioning, according to arrangement form of the prestressed strand in the box beam,
The steel beam first elongated, then draw short steel beam；
Intermediate steel beam is first drawn, then draws the steel beam of two sides；
The steel beam of web is first drawn, then draws the steel beam of remaining panel.
7. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that described to tear the tensioning equipment open
The prestressed strand is subjected to sealing off and covering anchorage after removing, specifically includes the following steps:
When the stretching force of the tensioning equipment reaches the stretching control force 100%, anchored after keeping preset time；
Cement grout is pressed into the gap between the prestressed strand and the box beam using pneumatic mortar machine, so that the prestressing force
Steel beam and the box beam secure bond are integral；
The extra prestressed strand is wiped out, and sealing off and covering anchorage is filled to the notch using quick-hardening cement mortar, it will be described pre-
Stress steel beam exposed parts package is closely knit.
8. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that the box beam forms and reaches and sets
When meter prescribed strength refers to that intensity reaches the 85%~92% of design strength after box beam molding.
9. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that the box beam forms and reaches and sets
When meter prescribed strength refers to that intensity reaches the 90% of design strength after box beam molding.
10. a kind of box girder pre-stressed construction method as described in claim 1, which is characterized in that the tensioning equipment is tensioning
Jack.
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| CN201811546389.4A CN109537467A (en) | 2018-12-18 | 2018-12-18 | A kind of box girder pre-stressed construction method |
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| CN201811546389.4A CN109537467A (en) | 2018-12-18 | 2018-12-18 | A kind of box girder pre-stressed construction method |
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