CN110409302A - A kind of Box-girder Bridges vertical prestressing steel strand tension construction method - Google Patents
A kind of Box-girder Bridges vertical prestressing steel strand tension construction method Download PDFInfo
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- CN110409302A CN110409302A CN201910515033.2A CN201910515033A CN110409302A CN 110409302 A CN110409302 A CN 110409302A CN 201910515033 A CN201910515033 A CN 201910515033A CN 110409302 A CN110409302 A CN 110409302A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 41
- 239000010959 steel Substances 0.000 title claims abstract description 41
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000004873 anchoring Methods 0.000 claims abstract description 15
- 238000007789 sealing Methods 0.000 claims abstract description 6
- 230000007797 corrosion Effects 0.000 claims abstract description 5
- 238000005260 corrosion Methods 0.000 claims abstract description 5
- 238000000034 method Methods 0.000 claims description 24
- 238000005259 measurement Methods 0.000 claims description 18
- 238000011084 recovery Methods 0.000 claims description 8
- 240000002853 Nelumbo nucifera Species 0.000 claims description 5
- 235000006508 Nelumbo nucifera Nutrition 0.000 claims description 5
- 235000006510 Nelumbo pentapetala Nutrition 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 239000003822 epoxy resin Substances 0.000 claims description 3
- 229920000647 polyepoxide Polymers 0.000 claims description 3
- 238000009434 installation Methods 0.000 description 6
- 230000015271 coagulation Effects 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000740 bleeding effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000013011 mating Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- 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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Abstract
The invention discloses a kind of Box-girder Bridges vertical prestressing steel strand tension construction methods, belong to technical field of bridge construction, the construction method is the following steps are included: preparation of construction: the sundries in vertical prestressing stretching notch being cleaned out, the corrosion on steel strand wires and mud are eliminated；Tensioning anchor cup is installed, tensioning anchor cup is corresponding with anchor plate position；Check whether tensioning is normal using equipment；First time tensioning；Second of tensioning: after 2-16h is completed in first time tensioning, second of tensioning is carried out；It verifies second of elongation value of stretching: calculating second of tensioning actual elongation value, and by it compared with theoretic elongation, control errors are in ± 3%；Hole path pressure grouting, sealing off and covering anchorage solve steel strand wires undesirable problem of construction quality after second of stretch-draw jack pressure release, anchoring retraction.
Description
Technical field
The present invention relates to technical field of bridge construction, more specifically, it relates to a kind of Box-girder Bridges vertical prestressing steel
Twisted wire stretch-draw construction method.
Background technique
The basic conception of box-beam structure is that whole superstructures become whole hollow beam, and when primary load passes through bridge
On any position when, all each sections (beam rib, top plate and bottom plate) of hollow beam participate in stress simultaneously as a whole.Box beam knot
Structure can save material, become thin-wall construction, improve torsional strength.It is several that box girder bridge can be divided into single chamber, dual chamber, multicell.
Currently, the design of Box-girder Bridges vertical prestressing generallys use two times tensioning technique, principle is to utilize specific anchor
Having reduces the retraction value of first time stretch-draw prestressing force in second of tensioning, but since tensioning accessory is more, anchor slot space is small
Etc. factors influence, second of tensioning amount of recovery≤1mm quality requirement is always difficult to control.
Summary of the invention
In view of the deficiencies of the prior art, the present invention intends to provide a kind of Box-girder Bridges vertical prestressing steel strand
Line stretch-draw construction method, which solve steel strand wires in second of stretch-draw jack pressure release, and construction quality is undesirable after anchoring bounces back
The problem of.
To achieve the above object, the present invention provides the following technical scheme that
A kind of Box-girder Bridges vertical prestressing steel strand tension construction method, comprising the following steps:
A, preparation of construction: the sundries in vertical prestressing stretching notch is cleaned out, eliminate steel strand wires on corrosion and
Mud；Tensioning anchor cup is installed, tensioning anchor cup is corresponding with anchor plate position；Check whether tensioning is normal using equipment；
B, first time tensioning；
C, second of tensioning: after 2-16h is completed in first time tensioning, second of tensioning is carried out；
When second of tensioning, it is first screwed down holding nut, then support foot, centre-hole jack, moveable anchor are successively installed
And tool clamping piece, then steel strand wires are integrally pressed to 0 → 0.5 σ of processcon→1.0σcon→ it is screwed down holding nut → anchoring progress
Tensioning；Jack (8) is hung by underslung trolley and is fixed；
In stretching process, 0.5 σ is measured respectivelyconWith 1.0 σconWhen, the overhanging value of jack piston, and calculate second
Draw actual measurement stretch value；
D, it verifies second of elongation value of stretching: calculating second of tensioning actual elongation value, and by itself and theoretic elongation ratio
Compared with control errors are in ± 3%；
E, hole path pressure grouting, sealing off and covering anchorage.
Through the above technical solutions, two times tensioning overall process is completed using integral tension jack, it is complete in first time tensioning
Second of tensioning is carried out at when failed call (design) after 2-16 hours, and when second of tensioning utilizes the tool being mounted on jack
Anchor and tool clamping piece are capable of the function of Monodirectional auto-locking steel strand wires, and tensioning anchor cup and holding nut is driven to sync up movement,
Then twistlock compact schemes nut is twisted to anchor plate side, eliminates the gap between holding nut and anchor plate, after jack pressure release,
Anchor cup is drawn to be locked in original place, presstressed reinforcing steel is theoretically no amount of recovery at this time, to eliminate first time tensioning because of anchorage
Bounce back the stress loss generated, improves presstressed reinforcing steel efficiency.Steel strand wires are solved in second of stretch-draw jack pressure release, anchoring
The undesirable problem of construction quality after retraction.It realizes that Vertical prestress losses are small, and the purpose that detection is checked and accepted can be quantified, it can
It effectively prevent the generation of box girder web diagonal crack.
Further preferably are as follows: in step c, second of tensioning actual measurement stretch value calculates as follows:
△LTotal 2=△ Ld-△Lc
Wherein, △ LTotal 2Stretch value (mm) is surveyed for second of tensioning；△LcFor second of tensioning, 0.5 σconWhen jack it is living
Value (mm) is stretched beyond the Great Wall；△LdFor second of tensioning, 1.0 σconWhen the overhanging value (mm) of jack piston.
Further preferably are as follows: in step d, second of tensioning actual elongation value calculates as follows:
△LPut 2=△ LH-(H1-H2)+1
Wherein, △ LPut 2For second of tensioning actual elongation value (mm)；△LHFor second of tensioning anchor cup and holding nut phase
To position difference (mm)；H1For tensioning anchor cup height (mm)；H2For holding nut height (mm).
Further preferably are as follows: in step c, after the overhanging value measurement of jack piston, be screwed down holding nut to anchor pad
Plate eliminates the gap between holding nut lower end surface and anchor plate, and after jack pressure release, anchoring amount of recovery control is in≤1mm.
Further preferably are as follows: in stepb, limit plate, centre-hole jack, moveable anchor and tool clamping piece are successively installed,
Steel strand wires are integrally pressed to 0 → 0.1 σ of process againcon→1.05σcon→ hold lotus 2min → anchoring progress tensioning；
In stretching process, 0.1 σ is measured respectivelyconWith 1.05 σconWhen, jack piston is overhanging to be worth and the exposed height of tool clamping piece
Degree, and calculate first time tensioning actual measurement stretch value.
Further preferably are as follows: first time tensioning actual measurement stretch value calculates as follows:
△LTotal 1=△ Lb-△La+△Lc-△Le
Wherein, △ LTotal 1Stretch value (mm) is surveyed for first time tensioning；△LbFor 1.05 σ of first time tensioningconWhen jack it is living
Value (mm) is stretched beyond the Great Wall；△LaFor 0.1 σ of first time tensioningconWhen the overhanging value (mm) of jack piston；△LcIt is pushed away for initial stress is below
It calculates stretch value (mm)；△Le0.1 σ of tensioningconWith 1.05 σconBetween the exposed difference of tool clamping piece (mm).
Further preferably are as follows: first time tensioning holding nut does not stress, after jack pressure release anchor amount of recovery control≤
6mm。
Further preferably are as follows: in step e, the tool clamping piece cement mortar or epoxy resin mortar of stretching end are blocked；Hole
After road mud jacking, the sundries in stretching notch, and dabbing stretching notch inner wall circumferential concrete are removed.
Further preferably are as follows: the underslung trolley includes hydraulic stem, bottom plate, traveling wheel, top plate, support plate, link and branch
Strut；
The bottom plate is fixed on the hydraulic stem bottom, and the traveling wheel is Self-locking universal wheel, the traveling wheel installation
In the bottom base plate, the support plate upper end is fixed on the top plate, and lower end is connect with the hydraulic rod top, the branch
Fagging is fixed on the top plate, and the link is fixed in the support plate, and electric block is equipped on the link, described
Jack is suspended on the underslung trolley by the electric block.
Through the above technical solutions, being all temporarily to set up bracket on the basis of beam body overhanging, so when traditional jack installation
It is suspended on jack on the basis of beam body overhanging, operation is very complicated, and installs, dismantles all more by hanging again afterwards
Trouble, working efficiency are lower.The present invention devises the underslung trolley for being exclusively used in stretch-draw jack installation, only need to be by electronic
Jack is suspended on underslung trolley by cucurbit, and underslung trolley conveniently moving, is improved work efficiency, and is operated very square
Just.Link can carry out height adjustment by hydraulic stem, and use is more flexible.
Further preferably are as follows: the top plate is rectangle, and four angles of the top plate are respectively and fixedly provided with support rod, the top plate phase
Link is provided with to two sides.
Through the above technical solutions, improving the stability of strutting system of underslung trolley, conveniently while multiple jack are hung.
In conclusion the invention has the following advantages: this construction method completes tensioning using integral tension jack
Overall process, second of tensioning eliminate tensioning connector sleeve, connecting rod, attaching nut, extend measurement space, mating tension tool
It is single.In stretching process, moveable anchor and tool clamping piece being capable of Monodirectional auto-locking steel strand wires, drive tensioning anchor cup and holding nuts
It moves upwards, then downward locking support nut, construction method is convenient, fast and is conducive to the control of the quality of bridge, can be effective
Prevent Vertical prestress losses, be a kind of conveniently, safely, efficiently to apply so that the peace for further improving bridge closes performance
Work method, great popularization.This construction method construction technology is simple, and key technology mature and reliable, constructing operation is simple, not only
Construction cost is reduced, the construction time is shortened, more effectively improves construction quality, application easy to spread.Suitable for continuous
The construction of the vertical prestressing anchoring system of box girder bridge.It is small that the present invention devises the suspension that one is exclusively used in stretch-draw jack installation
Jack need to be only suspended on underslung trolley by vehicle by electric block, and underslung trolley conveniently moving, improve work
Efficiency, it is easy to operate.
Detailed description of the invention
Fig. 1 is the schematic cross-sectional view of embodiment, is mainly used for embodying vertical prestressing two times tensioning anchoring system；
Fig. 2 is the schematic cross-sectional view of embodiment, is mainly used for embodying the structure of first time tensioning；
Fig. 3 is the schematic cross-sectional view of embodiment, is mainly used for embodying the structure of second of tensioning；
Fig. 4 is the schematic cross-sectional view of embodiment, is mainly used for embodying the height and position of tensioning anchor cup and holding nut measurement；
Fig. 5 is the structural schematic diagram of embodiment, is mainly used for embodying the structure of underslung trolley.
In figure, 1, anchor plate；2, holding nut；3, tensioning anchor cup；4, tool clamping piece；5, steel strand wires；6, stretching notch；7,
Moveable anchor；8, jack；9, limit plate；10, support foot；111, hydraulic stem；112, bottom plate；113, traveling wheel；114, top plate；115,
Support plate；116, link；117, support rod.
Specific embodiment
With reference to the accompanying drawings and examples, the present invention will be described in detail.
Embodiment: a kind of Box-girder Bridges vertical prestressing steel strand tension construction method, as shown in Figure 1,2,3, 4, including
Following steps:
A, preparation of construction: the sundries in vertical prestressing stretching notch 6 is cleaned out, and eliminates the corrosion on steel strand wires 5
And mud；Tensioning anchor cup 3 is installed, tensioning anchor cup 3 is corresponding with 1 position of anchor plate；Check whether tensioning is normal using equipment；
B, first time tensioning: successively installing limit plate 9, centre-hole jack 8, moveable anchor 7 and tool clamping piece 4, then by steel
Twisted wire 5 is whole to press 0 → 0.1 σ of processcon→1.05σcon→ hold lotus 2min → anchoring progress tensioning；
In stretching process, 0.1 σ is measured respectivelyconWith 1.05 σconWhen, the overhanging value of 8 piston of jack and tool clamping piece 4 are exposed
Highly, and first time tensioning actual measurement stretch value is calculated；
C, second of tensioning: after 2-16h is completed in first time tensioning, second of tensioning is carried out；
When second of tensioning, it is first screwed down holding nut 2, then support foot 10, centre-hole jack 8, work are successively installed
Have anchor 7 and tool clamping piece 4, then steel strand wires 5 are whole by 0 → 0.5 σ of processcon→1.0σcon→ be screwed down holding nut 2 →
Anchoring carries out tensioning；
In stretching process, 0.5 σ is measured respectivelyconWith 1.0 σconWhen, the overhanging value of 8 piston of jack, and calculate second
Stretch value is surveyed in tensioning；
D, it verifies second of elongation value of stretching: calculating second of tensioning actual elongation value, and by itself and theoretic elongation ratio
Compared with control errors are in ± 3%；
E, hole path pressure grouting, sealing off and covering anchorage.
In step a, preparation of construction includes:
1, the sundries in vertical prestressing stretching notch 6 is cleaned out, eliminates the corrosion on steel strand wires 5 and mud.
2, tensioning anchor cup 3 is installed, the installation of tensioning anchor cup 3 is corresponding with 1 position of anchor plate, is unable to deviation.By 2 sets of holding nut
In the outside of tensioning anchor cup 3, and screw down it is concordant with 3 base opening of tensioning anchor cup after about up twist 1/4, it is therefore an objective to first time tensioning
After allow 3 stress of tensioning anchor cup, holding nut 2 does not stress.Installation tool intermediate plate 4, checking tool intermediate plate 4 is suitable for reading to be substantially flush, and is used
Steel pipe socket is urgent by tool clamping piece 4 on outer bleed-out twisted wire 5.
3, check whether tensioning is normal using equipment, and tensioning includes oil pump (oil meter) and jack 8 etc., oil pump using equipment
(oil meter), jack 8 must be matched according to calibration check result.
In stepb, first time tensioning the following steps are included:
1, limit plate 9, centre-hole jack 8, moveable anchor 7 and tool clamping piece 4 are successively installed, then 5 entirety of steel strand wires is pressed
0 → 0.1 σ of processcon→1.05σcon→ hold lotus 2min → anchoring progress tensioning.
2, in stretching process, 0.1 σ is measured respectivelyconWith 1.05 σconWhen, 8 piston of jack it is overhanging value and tool clamping piece 4 outside
Dew height, and first time tensioning actual measurement stretch value is calculated by formula (1).
△LTotal 1=△ Lb-△La+△Lc-△Le (1)
Wherein, △ LTotal 1Stretch value (mm) is surveyed for first time tensioning；△LbFor 1.05 σ of first time tensioningconWhen jack 8
The overhanging value (mm) of piston；△LaFor 0.1 σ of first time tensioningconWhen the overhanging value (mm) of 8 piston of jack；△LcBelow initial stress
Reckoning stretch value (mm)；△Le0.1 σ of tensioningconWith 1.05 σconBetween the exposed difference of tool clamping piece 4 (with 0.1 σconIt subtracts
1.05σcon)(mm)。
3, first time tensioning holding nut 2 does not stress, and amount of recovery control is anchored after 8 pressure release of jack in≤6mm.
In step c, the time of second of tensioning should meet design requirement, when designing failed call, preferably in first time
Second of tensioning is carried out after the completion of drawing in 2-16h.Second of tensioning the following steps are included:
1, it is first screwed down holding nut 2, then support foot 10, centre-hole jack 8, moveable anchor 7 and tool are successively installed
Intermediate plate 4, then steel strand wires 5 are whole by 0 → 0.5 σ of processcon→1.0σcon(holding lotus 2min) → it is screwed down 2 → anchor of holding nut
Admittedly carrying out tensioning.
2, in stretching process, 0.5 σ is measured respectivelyconWith 1.0 σconWhen, the overhanging value of 8 piston of jack, and based on formula (2)
Calculate second of tensioning actual measurement stretch value.
△LTotal 2=△ Ld-△Lc (2)
Wherein, △ LTotal 2Stretch value (mm) is surveyed for second of tensioning；△LcFor second of tensioning, 0.5 σconWhen jack 8 it is living
Value (mm) is stretched beyond the Great Wall；△LdFor second of tensioning, 1.0 σconWhen the overhanging value (mm) of 8 piston of jack.
3, after the overhanging value measurement of 8 piston of jack, holding nut 2 is screwed down to anchor plate 1, is eliminated under holding nut 2
Gap between end face and anchor plate 1.After 8 pressure release of jack, anchoring amount of recovery control is in≤1mm.
In step d, second of elongation value of stretching verification step are as follows:
1,3 height of measurement tensioning anchor cup.
2,2 height of measurement holding nut.
3, second of tensioning actual elongation value is calculated by formula (3).
△LPut 2=△ LH-(H1-H2)+1 (3)
Wherein, △ LPut 2For second of tensioning actual elongation value (mm)；△LHFor second of tensioning anchor cup 3 and holding nut 2
Relative position difference (mm)；H1For 3 height (mm) of tensioning anchor cup；H2For 2 height (mm) of holding nut.
4, by calculated second of tensioning actual elongation value compared with theoretic elongation, control errors are no in ± 3%
Tensioning should then be suspended, can continue tensioning after taking measures wait ascertain the reason.
In step e, the tool clamping piece 4 of stretching end cement mortar or epoxy resin mortar are blocked, cement mortar is not allowed
From the gap location leakage between 3 screw thread of the tool clamping piece 4 of stretching end, holding nut 2 and tensioning anchor cup, but allow air and bleeding
It is overflowed from from 5 gap of steel strand wires, after hole path pressure grouting, it is exposed that mortar, the excision anchorage blocked on anchorage before pressure water should be removed
Extra steel strand wires 5,5 protruded length of steel strand wires should be within the scope of 30-50mm after cutting.It will be answered in advance with box beam with label coagulation scholar
6 envelope of power stretching notch is flat.
After hole path pressure grouting, the sundries in stretching notch 6 should be removed in time, and on 6 inner wall surrounding coagulation of dabbing stretching notch,
Using not less than this beam strength coagulation on carry out sealing off and covering anchorage.
After sealing off and covering anchorage, anchorage and 5 head of steel strand wires do not allow to be higher by bridge deck concrete layer, and reinforcing bar and anchorage are it is ensured that reach
Defined thickness of concrete cover.
Referring to Fig. 5, jack 8 is hung by underslung trolley and is fixed, and underslung trolley includes hydraulic stem 111, bottom plate 112, row
Walk wheel 113, top plate 114, support plate 115, link 116 and support rod 117.Bottom plate 112 is fixed on 111 bottom of hydraulic stem, walking
Wheel 113 is Self-locking universal wheel, and traveling wheel 113 is mounted on 112 bottom of bottom plate.115 upper end of support plate is fixed on top plate 114,
It being connected at the top of lower end and hydraulic stem 111, support plate 115 is fixed on 114 bottom of top plate, and top plate 114 is rectangle, and 114 4, top plate
Angle is respectively and fixedly provided with support rod 117.Link 116 is fixed in support plate 115, and 114 opposite sides of top plate is provided with link
116, electric block is installed on link 116, jack 8 is suspended on underslung trolley by electric block.It can be on link 116
Suspended counterweight block is used for 115 both ends gravity of balanced support plate, prevents underslung trolley from tilting.
Conventional method need to additionally configure tensioning connector sleeve, connecting rod and attaching nut, compare when carrying out second of tensioning
Using the construction method of the present embodiment, operating process is more complicated, and supporting tool is more, since these connectors are in stretching process
In repeatedly use, it is improper slightly to protect, and the silk mouth of internal and external screw thread is easy to be damaged, influence tensioning work into
Row；And the construction method of the present embodiment equally uses the dry jin top of integral tension, together merely with tensioning anchor cup 3 and holding nut 2
Two times tensioning work is completed, without configuring additional supporting tool, tensioning equipment is single, operates easier.
The above is only a preferred embodiment of the present invention, protection scope of the present invention is not limited merely to above-mentioned implementation
Example, all technical solutions belonged under thinking of the present invention all belong to the scope of protection of the present invention.It should be pointed out that for the art
Those of ordinary skill for, some improvements and modifications without departing from the principles of the present invention, these improvement and modification
It should be regarded as protection scope of the present invention.
Claims (10)
1. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method, it is characterised in that: the following steps are included:
A, preparation of construction: the sundries in vertical prestressing stretching notch (6) is cleaned out, and eliminates the corrosion on steel strand wires (5)
And mud；It installs tensioning anchor cup (3), tensioning anchor cup (3) is corresponding with anchor plate (1) position；Check whether tensioning uses equipment
Normally；
B, first time tensioning；
C, second of tensioning: after 2-16h is completed in first time tensioning, second of tensioning is carried out；
When second of tensioning, be first screwed down holding nut (2), then successively install support foot (10), centre-hole jack (8),
Moveable anchor (7) and tool clamping piece (4), then steel strand wires (5) are integrally pressed into 0 → 0.5 σ of processcon→1.0σcon→ it is screwed down support
Nut (2) → anchoring carries out tensioning；Jack (8) is hung by underslung trolley and is fixed；
In stretching process, 0.5 σ is measured respectivelyconWith 1.0 σconWhen, the overhanging value of jack (8) piston, and calculate second
Draw actual measurement stretch value；
D, it verifies second of elongation value of stretching: calculating second of tensioning actual elongation value, and by it compared with theoretic elongation, accidentally
Difference control is in ± 3%；
E, hole path pressure grouting, sealing off and covering anchorage.
2. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 1, it is characterised in that:
In step c, second of tensioning actual measurement stretch value calculates as follows:
△LTotal 2=△ Ld-△Lc
Wherein, △ LTotal 2Stretch value (mm) is surveyed for second of tensioning；△LcFor second of tensioning, 0.5 σconWhen jack (8) piston
Overhanging value (mm)；△LdFor second of tensioning, 1.0 σconWhen the overhanging value (mm) of jack (8) piston.
3. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 1, it is characterised in that:
In step d, second of tensioning actual elongation value calculates as follows:
△LPut 2=△ LH-(H1-H2)+1
Wherein, △ LPut 2For second of tensioning actual elongation value (mm)；△LHFor second of tensioning anchor cup (3) and holding nut (2)
Relative position difference (mm)；H1For tensioning anchor cup (3) height (mm)；H2For holding nut (2) height (mm).
4. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 2, it is characterised in that:
In step c, after the overhanging value measurement of jack (8) piston, holding nut (2) is screwed down to anchor plate (1), eliminates support spiral shell
Gap between female (2) lower end surface and anchor plate (1), after jack (8) pressure release, anchoring amount of recovery control is in≤1mm.
5. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 1, it is characterised in that:
In stepb, limit plate (9), centre-hole jack (8), moveable anchor (7) and tool clamping piece (4) be successively installed, then by steel strand wires
(5) whole to press 0 → 0.1 σ of processcon→1.05σcon→ hold lotus 2min → anchoring progress tensioning；
In stretching process, 0.1 σ is measured respectivelyconWith 1.05 σconWhen, the overhanging value of jack (8) piston and tool clamping piece (4) are exposed
Highly, and first time tensioning actual measurement stretch value is calculated.
6. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 5, it is characterised in that:
First time tensioning actual measurement stretch value calculates as follows:
△LTotal 1=△ Lb-△La+△Lc-△Le
Wherein, △ LTotal 1Stretch value (mm) is surveyed for first time tensioning；△LbFor 1.05 σ of first time tensioningconWhen jack (8) it is living
Value (mm) is stretched beyond the Great Wall；△LaFor 0.1 σ of first time tensioningconWhen the overhanging value (mm) of jack (8) piston；△LcBelow initial stress
Reckoning stretch value (mm)；△Le0.1 σ of tensioningconWith 1.05 σconBetween tool clamping piece (4) exposed difference (mm).
7. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 6, it is characterised in that:
First time tensioning holding nut (2) does not stress, and amount of recovery control is anchored after jack (8) pressure release in≤6mm.
8. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 1, it is characterised in that:
In step e, the tool clamping piece (4) of stretching end cement mortar or epoxy resin mortar are blocked；After hole path pressure grouting, tension slot groove is removed
Sundries in mouth (6), and dabbing stretching notch (6) inner wall circumferential concrete.
9. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 1, it is characterised in that:
The underslung trolley includes hydraulic stem (111), bottom plate (112), traveling wheel (113), top plate (114), support plate (115), link
(116) and support rod (117)；
The bottom plate (112) is fixed on the hydraulic stem (111) bottom, and the traveling wheel (113) is Self-locking universal wheel, described
Traveling wheel (113) is mounted on the bottom plate (112) bottom, and support plate (115) upper end is fixed on the top plate (114),
It is connect at the top of lower end and the hydraulic stem (111), the support plate (115) is fixed on the top plate (114), the link
(116) it is fixed on the support plate (115), electric block is installed on the link (116), the jack (8) passes through
The electric block is suspended on the underslung trolley.
10. a kind of Box-girder Bridges vertical prestressing steel strand tension construction method according to claim 9, feature exist
In: the top plate (114) is rectangle, and (114) four angles of the top plate are respectively and fixedly provided with support rod (117), the top plate (114)
Opposite sides is provided with link (116).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910515033.2A CN110409302A (en) | 2019-06-14 | 2019-06-14 | A kind of Box-girder Bridges vertical prestressing steel strand tension construction method |
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| CN110820585A (en) * | 2019-11-26 | 2020-02-21 | 西南交通建设集团股份有限公司 | Vertical tensioning equipment for finish rolling of deformed steel structures |
| CN112012112A (en) * | 2020-09-15 | 2020-12-01 | 中铁二十三局集团第三工程有限公司 | Construction method for asynchronous cradle of corrugated steel web cast-in-place cantilever box girder |
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| CN112012112A (en) * | 2020-09-15 | 2020-12-01 | 中铁二十三局集团第三工程有限公司 | Construction method for asynchronous cradle of corrugated steel web cast-in-place cantilever box girder |
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