CN106638334B - A kind of external prestressing strengthening device and its construction method - Google Patents
A kind of external prestressing strengthening device and its construction method Download PDFInfo
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- CN106638334B CN106638334B CN201611262455.6A CN201611262455A CN106638334B CN 106638334 B CN106638334 B CN 106638334B CN 201611262455 A CN201611262455 A CN 201611262455A CN 106638334 B CN106638334 B CN 106638334B
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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Abstract
The invention discloses a kind of external prestressing strengthening devices, prestressed reinforcement part including being anchored at concrete-bridge disease area peripheral edge, the reinforcing member is made of multiple pre-stress elements, pre-stress element includes the anchor block for carrying prestressing tendon duct every symmetrically arranged two groups between left and right, and the line between two groups of anchor blocks is in rectangular configuration；Unit prestressing tendon is equipped between every group of anchor block, the both ends of unit prestressing tendon are pierced by and fix out of prestressing tendon duct on the anchor block respectively, being fixed respectively at the middle part of two root unit prestressing tendons has arc positioning groove plate, it is equipped with adjustment screw between two arc positioning groove plates, extends and has screwed adjusting nut in the adjustment screw except two arc positioning groove plates.The bracing means and construction method of the present invention provides the unified disposal method for solving a variety of fracture patterns, can vertical, perpendicular or multiple pre-stress elements laterally be arranged on single section, realization in box beam application two to or three dimension prestressing.
Description
Technical field
The present invention relates to highways and municipal Technology Bridge Strengthening, vertical, horizontal more particularly, to concrete box girder appearance is solved
A kind of external prestressing strengthening device used when to, cracks such as oblique, it is mixed the invention further relates to using the bracing means to reinforce
The construction method of solidifying soil box beam crackle.
Background technology
According to the investigation to highway prestressed concrete box girder disease, from the point of view of total trend, across footpath is more than the box beam of 60m
Easily cracking phenomenon, different bridges are that Cracks character, cracking position and light and heavy degree are different.And concrete box
Seldom there is the case where single fracture pattern in crack on beam, is a variety of fracture patterns under normal conditions and deposits.When these cracks
After development to a certain extent, bridge cannot meet requirement, need to carry out consolidation process in time, to restore to use work(
Energy.
In currently used concrete-bridge reinforcement technique, external prestressing strengthening has as a kind of active reinforcement technique
The advantages of beam body downwarp and closed concrete crack can be reduced, but there is also construction complexity, operating spaces to require for the technology
Higher disadvantage.Transverse tension prestress is reinforced as a kind of technology that can overcome disadvantages mentioned above and has also obtained one in engineering practice
Fixed application, such as in patent of invention《Force of transversely tensioning epoxy coating reinforcing steel bar of concrete beam slab bonded prestress reinforcement means》
（Application number 201010275479.1,101929131 A of publication No. CN）In just propose a kind of transverse stretching technology, with ring
Oxygen coating reinforcing bar substitutes steel strand wires or common hot-rolled reinforced bar and applies prestressing force to structure as transverse tension prestress muscle, although this method
Have the advantages that cost is relatively low and easy for construction compared to existing prestressed consolidation technology, but deficiency existing for this kind of method
Place is unfavorable for its application in engineering practice, is mainly reflected in following aspect：
（1）Anchor point is not firm.Deformed bar is welded with the steel plate being anchored in advance on beam in this method, it should
Pad easy tos produce fatigue phenomenon and causes to fail during being in bridge operation, to make the prestressing force applied in beam body lose
It loses.
（2）Deformed bar is not easy to replace.Transverse tension prestress is directly welded on anchor plate in this method, is being answered in advance
Power reinforcing bar occurs being not easy to be replaced in the case of damage.
（3）Larger prestressing force cannot be applied.Due to the limitation of reinforced steel bar strength and tensioning equipment, cannot apply larger
Prestressing force.
（4）It is only suitable for solving plane crack problem.This method is mainly used for web vertical fracture unit, it is difficult to locate simultaneously
Set web vertical crack and top plate longitudinal crack.
Invention content
It is an object of the invention in view of the above-mentioned drawbacks of the prior art, providing a kind of novel in vitro prestressed reinforcement
Device, the present invention also provides the construction methods for using the bracing means reinforced concrete box beam crackle.The external of the present invention pre- answers
Power reinforcement means had not only remained the advantages of transverse prestress technology, but also by the transverse tension prestress unit that can be spliced with vertical, horizontal
It realizes and forms thee-direction prestressed system in concrete box girder and apply the purpose of different degree of prestressing in different location.
To achieve the above object, the present invention can take following technical proposals：
External prestressing strengthening device of the present invention, including it is anchored at pre- the answering of concrete-bridge disease area peripheral edge
Power reinforcing member, the prestressed reinforcement part are made of multiple pre-stress elements, and the pre-stress element includes between left and right every symmetrical
Two groups be arranged carry the anchor block in prestressing tendon duct, and the line between two groups of anchor blocks is in rectangular configuration；In every group of anchoring
Unit prestressing tendon is respectively arranged between block, the both ends of the unit prestressing tendon are respectively from the prestressing tendon on the anchor block
It is pierced by and fixes in duct, being fixed respectively at the middle part of two root unit prestressing tendons has positioning groove plate, in two locating slots
It is equipped with prestressing force adjustment screw between plate, extends and has been screwed in the prestressing force adjustment screw except two positioning groove plates
Adjusting nut.
If disease region is larger, need that multiple pre-stress elements, two adjacent anchor blocks of two pre-stress elements are installed
Between be respectively arranged with connection prestressing tendon, fix have auxiliary positioning frid respectively at the middle part of the connection prestressing tendon,
It is equipped with auxiliary adjustment screw between two auxiliary positioning frids, extends the anchoring spiral shell except two positioning groove plates
Auxiliary adjusting nut has been screwed on bar.
Construction method using the bracing means reinforced concrete box beam crackle of the present invention includes the following steps：
The first step determines along longitudinal direction, vertically and laterally three according to concrete box girder disease incidence and results of structural analysis
The required pre-stress element number in direction and connection scheme；
Second step is planted on the top plate of box beam and bottom plate or/and on the upper and lower web of box beam successively according to design position
Enter anchor bolt, four anchor blocks of single pre-stress element is connected with corresponding anchor bolt later, and in prestressed unit
Unit prestressing tendon, positioning groove plate, prestressing force adjustment screw and adjusting nut；
Third walks, connection prestressing tendon, auxiliary positioning frid, auxiliary adjustment screw between prestressed unit and auxiliary
Help adjusting nut；
4th step, by between the adjusting nut and pre-stress element of pre-stress element auxiliary adjusting nut precession design away from
From to obtain the prestressing force in rope；
5th step carries out preservative treatment to all exposed steel members；
6th step, the numerical value of regular monitoring unit prestressing tendon and connection prestressing tendon, carries out prestress value as needed
Adjustment.
Compared with existing transverse tension prestress reinforcement technique, the advantages of bracing means of the present invention and construction method may be embodied in
Under several aspects：
（1）Provide the unified disposal method for solving a variety of fracture patterns.The present invention is cellular structure, according to realistic bridges
The specific crack situation of beam can be arranged multiple pre-stress elements on longitudinal, vertical or lateral single section, realize in coagulation
In native box beam apply two to or three dimension prestressing.
（2）Due to this reinforcing member be modular construction, can the different location of box beam select different unit forms and
Stretching force size.That is, differentiated degree of prestressing can be applied in the different location of box beam, more targetedly solve
The certainly crack disease of concrete box girder different location and the different extents of injury.
（3）Standardized anchor is customized according to the bridge specifically reinforced, when avoiding construction inside box beam again
Pour the cumbersome of anchor block.The pre-stress element of the present invention can complete prefabricated, easily controllable product quality in factory simultaneously
And improve production efficiency.
（4）The present invention solves the fixation problem of transverse tension prestress muscle by self-balancing system, avoids conventional horizontal knot
Such as anchor point deformation of structure constructs the shortcomings of complicated.
（5）Due to tensioning part（Between prestressing force adjustment screw and adjusting nut and auxiliary adjustment screw is adjusted with auxiliary
Between nut）Controllability, can facilitate to the prestressed strand later stage carry out prestressing force adjustment.
（6）Hardened system is integrally located inside box beam, does not influence bridge scenery external.
Description of the drawings
Fig. 1 is the structural schematic diagram of the present invention.
Fig. 2 is scheme of installation when laterally using multiple pre-stress elements.
Fig. 3 is scheme of installation when longitudinal direction uses multiple pre-stress elements.
Fig. 4 is single pre-stress element stretching force calculating schematic diagram of the invention.
Specific implementation mode
As shown in Figure 1, the external prestressing strengthening device of the present invention, including be anchored at 7 crack location of concrete-bridge
Prestressed reinforcement part, the prestressed reinforcement part that the present invention uses is made of multiple pre-stress elements, and pre-stress element includes a left side
Symmetrically arranged two groups of right septum（Four）Anchor block 2 with prestressing tendon duct 1, the line between four anchor blocks are in square
Shape structure；It is respectively arranged with unit prestressing tendon 3, the both ends of unit prestressing tendon 3 between two anchor blocks of left and right side
It is pierced by and fixes out of prestressing tendon duct 1 on upper and lower two anchor blocks 2 of left and right side respectively, it is pre- in two root units
The middle part of stress beam 3 fixes respectively positioning groove plate 4, and prestressing force adjustment screw 5 is equipped between two positioning groove plates 4, is prolonged
5 both ends of prestressing force adjustment screw stretched out except two positioning groove plates have screwed adjusting nut 6.
If the disease region of box beam is larger, need that multiple pre-stress elements are installed, shown in Fig. 2 is exactly laterally using more
Scheme of installation when a pre-stress element：Connection prestressing force is respectively set between two adjacent anchor blocks of two pre-stress elements
Beam 8, being fixed respectively at the middle part of connection prestressing tendon 8 has auxiliary positioning frid 9, is equipped between two positioning groove plates 9 auxiliary
Adjustment screw 10 is helped, extends and has screwed auxiliary adjusting nut on the anchorage screw except two positioning groove plates.
Construction method using bracing means reinforced concrete box beam crackle of the present invention includes the following steps：
The first step determines along longitudinal direction, vertically and laterally three according to concrete box girder disease incidence and results of structural analysis
The required pre-stress element number in direction and connection scheme；It determines simultaneously in each transverse prestress unit as shown in Figure 4
The stretching force of each presstressed reinforcing steel.By taking single pre-stress element as an example, the computational methods of stretching force are as follows：
1, control stress for prestressingσ conCalculating
The control stress for prestressing of ropeσ conWith 6 precession distance of fixing nutsIt can be calculated by following equation：It is assumed that pre-
Anchor point is to single steel Shu Zhongdian distances under tight stateh, initial Suo Changweil 0, 6 precession distance of adjusting nut iss, according to Fig. 4
Shown in geometrical relationship：
It can obtain：
The elongation of presstressed reinforcing steel：
The control stress for prestressing of presstressed reinforcing steel：
2, the calculating of loss of prestress
It needs to calculate three kinds of losss of prestress in this transverse tension prestress system：Caused by external prestressing anchored end pipeline
Friction lossσ l1, anchor deformation, presstressed reinforcing steel retraction and seam densification lossσ l2, the relaxation loss of presstressed reinforcing steelσ l5。
（1）Friction loss caused by anchored end pipelineσ l1：
In formula：
kThe friction coefficient of-unit length conduit axis partial deviations（1/m）；
x- pipeline cumulative length（m）.
（2）Anchor deformation, presstressed reinforcing steel retraction and seam densification lossσ l2:
In formula:
E P,eThe elasticity modulus of-external prestressing steels；
Δl- anchor deformation, presstressed reinforcing steel retraction and seam densification value；
lThe calculating total length of-presstressed reinforcing steel.
（3）The ultimate value of loss of prestress caused by relaxation of steelσ l5:
In formula：
Ψ- tensioning coefficient；
ζ- relaxation of steel coefficient, common relaxationζ=1；Underrelaxationζ=0.3；
σ P,ei- power transmission anchoring is the stress of external prestressing steels,σ P,ei=σ con—σ l1—σ l2；
f pkThe tensioning standard value of-external prestressing steels.
Serviceability limit stage, the prestressing force in external prestressing steels areσ Pe,e=σ con—σ l1—σ l2—σ l5.Therefore each
The pre-applied force that pre-stress element is established in box beam is：
In formula：
F VThe vertical force that-pre-stress element is established in box beam；
F HThe horizontal force that-pre-stress element is established in box beam；
N Pe,e- power transmission anchoring is the internal force of external prestressing steels；
σ P,ei- power transmission anchoring is the stress of external prestressing steels,σ P,ei=σ con—σ l1—σ l2—σ l5；
θThe angle of cut of presstressed reinforcing steel and horizontal direction at-mid-length；
A sThe area of section of-prestressing tendon；
Second step, it is pre- first on the top plate and bottom plate of box beam 7 or/and on the upper and lower web of box beam according to design position
It is first implanted into anchor bolt, four anchor blocks 2 of single pre-stress element are connected with corresponding anchor bolt later（In factory process anchor block
When 2, prestressing tendon duct 1 can be fixed in a welding manner on anchor block 2, while being answered in advance according to design requirement prefabricated unit
Power beam 3 and positioning groove plate 4；Then installation unit prestressing tendon 3（The both ends of unit prestressing tendon 3 are penetrated into prestressing tendon duct 1
And it is welded and fixed outside by anchorage or directly in prestressing tendon duct 1）, positioning groove plate 4, prestressing force adjustment screw 5 and adjustment spiral shell
Mother 6, installation is complete for a pre-stress element（As shown in Figure 1）；It repeats the above steps, all pre-stress elements is all installed
Finish；
Third walks, connection prestressing tendon 8, auxiliary positioning frid 9, auxiliary adjustment screw 10 between prestressed unit
And auxiliary adjusting nut；Fig. 2 is that laterally multiple pre-stress element scheme of installation, Fig. 3 are the installation signal of longitudinal prestressing unit
Figure；
4th step sets the auxiliary adjusting nut precession between the adjusting nut 6 and two pre-stress elements of pre-stress element
Distance is counted, to obtain the prestressing force in rope；
Figure it is seen that if by two pre-stress element lateral connections, pre-stress element is by laterally adjusting screw rod
5 and adjusting nut 6 apply horizontal, vertical power, and the connection prestressing tendon 9 between two pre-stress elements passes through and assists adjustment screw 11
And auxiliary adjusting nut applies horizontal, vertical power；
From figure 3, it can be seen that if two pre-stress elements are longitudinally mounted, each pre-stress element applies horizontal, longitudinal
Power, and the connection prestressing tendon 8 between two pre-stress elements is horizontal, vertical by assisting adjustment screw 10 and auxiliary adjusting nut to apply
Xiang Li.
5th step carries out preservative treatment to all exposed steel members；
6th step, the numerical value of regular monitoring unit prestressing tendon 3 and lateral connection prestressing tendon 9, is answered in advance when necessary
Force value adjusts.
Claims (3)
1. a kind of external prestressing strengthening device, including it is anchored at the prestressed reinforcement part of concrete-bridge disease area peripheral edge,
It is characterized in that：The prestressed reinforcement part is made of multiple pre-stress elements, and the pre-stress element includes between left and right every right
Claim two groups of anchor blocks for carrying prestressing tendon duct of setting, the line between two groups of anchor blocks in rectangular configuration；In every group of anchor
Gu being respectively arranged with unit prestressing tendon between block, the both ends of the unit prestressing tendon are respectively from the prestressing force on the anchor block
It is pierced by and fixes in beam hole road, being fixed respectively at the middle part of two root unit prestressing tendons has positioning groove plate, in two positioning
It is equipped with prestressing force adjustment screw between frid, extends and is screwed in the prestressing force adjustment screw except two positioning groove plates
There is adjusting nut.
2. external prestressing strengthening device according to claim 1, it is characterised in that：Two of two pre-stress elements are adjacent
Connection prestressing tendon is respectively arranged between anchor block, being fixed respectively at the middle part of the connection prestressing tendon has auxiliary positioning slot
Plate is equipped with auxiliary adjustment screw between two auxiliary positioning frids, extend two auxiliary positioning frids it
Auxiliary adjusting nut has been screwed on outer anchorage screw.
3. using the construction method of bracing means reinforced concrete box beam crackle described in claim 1, it is characterised in that：Including under
State step：
The first step determines along longitudinal direction, vertically and laterally three directions according to concrete box girder disease incidence and results of structural analysis
Required pre-stress element number and connection scheme；
Second step is implanted into anchor on the top plate of box beam and bottom plate or/and on the upper and lower web of box beam successively according to design position
Four anchor blocks of single pre-stress element are connected by bolt with corresponding anchor bolt later, and the unit in prestressed unit
Prestressing tendon, positioning groove plate, prestressing force adjustment screw and adjusting nut；
Third walks, and the connection prestressing tendon, auxiliary positioning frid, auxiliary adjustment screw and auxiliary between prestressed unit are adjusted
Whole nut；
4th step, by the auxiliary adjusting nut precession designed distance between the adjusting nut and pre-stress element of pre-stress element,
To obtain the prestressing force in rope；
5th step carries out preservative treatment to all exposed steel members；
6th step, the numerical value of regular monitoring unit prestressing tendon and connection prestressing tendon, carries out prestress value adjustment as needed.
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108643452B (en) * | 2018-04-10 | 2020-08-11 | 东南大学 | Transverse prestress system and construction method thereof |
| CN110295551B (en) * | 2019-08-09 | 2021-02-09 | 中国建筑第四工程局有限公司 | External prestress reinforcing structure of continuous rigid frame bridge |
| CN113050180A (en) * | 2021-03-18 | 2021-06-29 | 广州诚安路桥检测有限公司 | Self-balancing mounting device and method for large ground penetrating radar |
| CN113047186B (en) * | 2021-03-24 | 2022-08-30 | 华东交通大学 | Bridge reinforcing apparatus |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2185473C1 (en) * | 2000-11-21 | 2002-07-20 | Хабаровский государственный технический университет | Method for strengthening of stiffening plates joint of reinforced concrete bridge framework |
| CN101173505A (en) * | 2007-11-22 | 2008-05-07 | 中国第一冶金建设有限责任公司 | Construction method for chamber type bridge maintaining external pre-stress |
| CN101838971A (en) * | 2009-03-17 | 2010-09-22 | 上海建泰预应力工程有限公司 | Construction method for carrying out external prestressing strengthening on bridge by transverse tensioning method |
| CN102936965A (en) * | 2012-11-20 | 2013-02-20 | 淮海工学院 | Method for strengthening reinforced concrete beam through distributed external prestressing cables |
| CN203307734U (en) * | 2013-05-24 | 2013-11-27 | 许宏元 | External prestress tensioning and controlling system |
| CN104652295A (en) * | 2015-02-04 | 2015-05-27 | 河南省交通规划勘察设计院有限责任公司 | Overall strengthening method for through concrete-filled steel tube arch bridge |
| CN206408542U (en) * | 2016-12-30 | 2017-08-15 | 河南省交通规划设计研究院股份有限公司 | A kind of novel in vitro prestressed reinforcement device |
-
2016
- 2016-12-30 CN CN201611262455.6A patent/CN106638334B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2185473C1 (en) * | 2000-11-21 | 2002-07-20 | Хабаровский государственный технический университет | Method for strengthening of stiffening plates joint of reinforced concrete bridge framework |
| CN101173505A (en) * | 2007-11-22 | 2008-05-07 | 中国第一冶金建设有限责任公司 | Construction method for chamber type bridge maintaining external pre-stress |
| CN101838971A (en) * | 2009-03-17 | 2010-09-22 | 上海建泰预应力工程有限公司 | Construction method for carrying out external prestressing strengthening on bridge by transverse tensioning method |
| CN102936965A (en) * | 2012-11-20 | 2013-02-20 | 淮海工学院 | Method for strengthening reinforced concrete beam through distributed external prestressing cables |
| CN203307734U (en) * | 2013-05-24 | 2013-11-27 | 许宏元 | External prestress tensioning and controlling system |
| CN104652295A (en) * | 2015-02-04 | 2015-05-27 | 河南省交通规划勘察设计院有限责任公司 | Overall strengthening method for through concrete-filled steel tube arch bridge |
| CN206408542U (en) * | 2016-12-30 | 2017-08-15 | 河南省交通规划设计研究院股份有限公司 | A kind of novel in vitro prestressed reinforcement device |
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