CN104099874A - Steel strand inhaul cable tension construction method by taking slip-resistant stud as locking device - Google Patents
Steel strand inhaul cable tension construction method by taking slip-resistant stud as locking device Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 75
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Abstract
本发明公开了一种以抗滑键作为锁定装置的钢绞线拉索的张拉施工方法，在每根钢绞线在有抗滑键侧张拉时，无抗滑键侧也须同时张拉，张拉过程中始终保持无抗滑键侧的张拉力大于有抗滑键侧张拉力，两侧的差值为实测摩阻力的1～2倍之间；当每根钢绞线在有抗滑键侧张拉到监控目标张拉索力fc时，先锚固，然后将无抗滑键侧张拉到超张拉力fk再降到目标张拉索力fc，然后锚固，完成钢绞线拉索的张拉施工。本发明优化了安装方法，使拉索在塔柱两外侧的索力相同、抗滑键与塔柱密贴且具备足够的压力储备，使得每根钢绞线在塔柱两侧的内力相同，提高了整束拉索的安全度，抗滑键锁紧力更加可靠，现场施工方便不容易出错，超张拉力不会对结构整体造成过大影响。
The invention discloses a tensioning construction method of a steel strand cable using an anti-skid key as a locking device. When each steel strand is stretched on the side with the anti-skid key, the side without the anti-skid key must also be tensioned at the same time. During the tensioning process, the tension force on the side without anti-skid keys is always greater than the tension force on the side with anti-skid keys, and the difference between the two sides is between 1 and 2 times the measured frictional resistance; When the anti-skid key is side-tensioned to the monitoring target tension force f c , anchor first, then side-tension without anti-skid key to the super tension force f k and then drop to the target tension force f c , then anchor and complete Tension construction of steel strand cables. The invention optimizes the installation method, so that the cable forces on both sides of the tower column are the same, the anti-skid key is closely attached to the tower column and has sufficient pressure reserve, so that the internal force of each steel strand on both sides of the tower column is the same, The safety of the whole bundle of cables is improved, the locking force of the anti-slip key is more reliable, the on-site construction is convenient and it is not easy to make mistakes, and the overtension tension will not cause excessive impact on the overall structure.
Description
Technical field
The present invention relates to cable-stayed bridge cable technical field of construction, relate in particular to a kind of stretch-draw construction method of antiskid key as the guy of twisted steel cable of locking device of usining.
Background technology
Wear tower steel strand stay cable and be mainly used in low-pylon cable-stayed bridge.The Objective Concept Frenchman Jacgues Mathivat of the type bridge proposes, and Japan has built up First low-pylon cable-stayed bridge in the world, and Japan is the country that the type bridge construction is maximum up to now.Domestic since 2000, in succession built up Construction of Wuhu Changjiang River Bridge, Zhangzhou, Fujian war preparedness bridge etc., accumulated certain design experiences.
Saddle (as shown in Figure 1) is the key constructs of low-pylon cable-stayed bridge king-post, and its basic function is to allow skew drag-line and pass through continuously king-post with continual form, and by anchoring structure, drag-line and king-post is locked, and mainly contains two cannula configuration and minute fiber tube structure.
Wherein, be published in < < bridge construction > > 1 interim article < < Stay Cables Design of Zhangzhou War Preparation Bridge > > in 2002 and discussed relevant two cannula configuration (as shown in Figure 2), in application, found deficiency: 1) because distortion after machining deviation and operation makes saddle internal pipeline, be difficult to change; 2) between two sleeve pipes contact surface narrow and small to make to manage lower stress concentration phenomenon serious; 3) thus between two sleeve pipe, the narrow and small mud jacking leakiness that makes in space causes mortar body cracking destruction.For overcoming above deficiency, proposed minute fiber tube saddle scheme (as shown in Figure 3) and be put to practical application, obtained good effect
But above two kinds are configured in the shortcoming that the design initial stage all exists anti-slide performance deficiency, conventionally need be at king-post outer setting anti-slip anchoring tube (as shown in Figure 4) in large bridge is used, anchorage drum is installed conventionally before drag-line bears out-of-balance force effect, to overcome uneven Suo Li.Specifically can bibliography " bridge construction " 4 interim articles " Stay Cables Design of Zhangzhou War Preparation Bridge " in 2012, " bridge construction " 1 interim article " Stay Cables Design of Zhangzhou War Preparation Bridge " in 2002, the article of the 4th phase in 2013 " railway construction journal " " low-pylon cable-stayed bridge spatial analysis research is protected in Tianjin " and " world's bridge " 5 interim articles in 2012 " Lhasa receive golden bridge bridge tower sections full scale model test research ".
Yet anchorage drum also exposes some problems after use: 1) in cylinder, mortar and exposed steel strand are bonded together, and guy system can not carry out the replacing of single steel strand, and economy is not good; 2) anchor slab of anchorage drum by saddle end is passed to king-post by out-of-balance force and makes the local tension in region, king-post top layer, and the anchoring of anchor slab and king-post exists drawing fatigue effect; 3) under variable action, because girder bending-down makes drag-line, at nearly king-post position, occur micro-corner, anchorage drum has limited drag-line and has freely rotated, and the anchoring structure of the joint portion of anchorage drum and anchor slab, anchor slab and king-post is all by Bending fatigue effect.Therefore, have scholar to advise cancelling also needs the way that grouting-type anchorage drum is set with simplified design, construction and later maintenance (can inquire into > > referring to the test of article < < low-pylon cable-stayed bridge cable saddle section model and the design of 2 phase < < Southeast China University's journal (natural science edition) > > in 2007) beyond saddle.
Recent year has been researched and developed the mechanical friction skidding device (as shown in Figure 5) of minute fiber tube saddle and for real bridge (can referring to < < bridge construction > > 6 interim article < < low-pylon cable-stayed bridges in 2012 intersect research and the application > > of antiskid key), adopt the one-sided antiskid key lock of steel strand, the pattern of bidirectional crossed layout realizes the whole antiskid anchoring of drag-line, its simple structure and can realize the replacing of single steel strand, overcome the shortcoming of anchorage drum structure.
But adopt the guy of twisted steel cable of antiskid key still to have problems when mounted, when being configured in construction, this adopts the form compression antiskid key (as shown in Figure 6) that applies super stretching force (super stretch-draw coefficient is less than 3%) in one-sided (nonreactive feather key one side) of single steel strand, the steel strand of half quantity in the whole bundle drag-line of each super stretch-draw of the every side of king-post.This method make every steel strand in king-post both sides the internal force of (saddle is with beyond antiskid key) different, there is different design safety factors in same steel strand.From a certain section (beyond saddle and antiskid key) of whole bundle drag-line, the pulling force of every steel strand is different, and execute-in-place is easily made mistakes, and whether construction monitoring personnel are difficult to define whole Shu Suoli deviation and meet the demands.Therefore, necessary improvement is usingd antiskid key as the method for stretching of the guy of twisted steel cable of locking device, realizes the optimization in design, construction and monitoring.
Summary of the invention
Because the above-mentioned deficiency of prior art, the present invention proposes a kind ofly can to realize that design, construction and monitoring are upper to be optimized, make that the Suo Li of drag-line in king-post outside is identical, antiskid key and king-post closely connected and possess that enough pressure lays in using the stretch-draw construction method of antiskid key as the guy of twisted steel cable of locking device.
For achieving the above object, a kind ofly using the stretch-draw construction method of antiskid key as the guy of twisted steel cable of locking device, on king-post, be equipped with and using the drag-line of antiskid key as locking device, on each root steel strand, be provided with primary antibodie feather key, described antiskid key is crisscross arranged on the both sides of king-post, comprises the following steps:
Step 1, one-sided super stretching force put in nearly king-post side and do not arrange on the drag-line of antiskid key.
The one-sided drag-line of step 2, king-post is at the construction stage steel strand of super half quantity of stretch-draw respectively.
Step 3, every bundle drag-line when stretch-draw should from be positioned at middle part steel strand, then successively outside.
Step 4, remember that every bundle drag-line target stretching rope power is F
c, steel strand quantity is N, every steel strand are at the target stretching rope power f of construction stage
c=F
c/ N.
Step 5, every bundle drag-line were surveyed coefficient of friction resistance μ before stretch-draw: tested steel twisted wire two ends are installed to jack and prepare sensor, one end is made as fixed end, other end stretch-draw is to construction Suo Li, and the rope force rate of calculating fixed end and super stretching end is worth stretch-draw efficiency factor K, by K=e
-μ θ, in conjunction with recording the accumulative total steering angle θ of drag-line in king-post inside, can obtain coefficient of friction resistance μ.
Step 6, remember that the super stretching force of every steel strand is f
k, f
k=f
c/ (2K-1).
Step 7, every steel strand are at nonreactive feather key side pretensioning, and its stretching force need be greater than actual measurement frictional resistance, to guarantee that antiskid key is close to cable saddle end face.
Step 8, every steel strand are when having the stretch-draw of antiskid key side, and nonreactive feather key side also must simultaneous tension, remains that the stretching force of nonreactive feather key side has been greater than antiskid key side stretching force in stretching process, between 1～2 times that the difference of both sides is actual measurement frictional resistance.
Step 9, there iing the stretch-draw of antiskid key side to monitoring objective stretching rope power f when every steel strand
ctime, first anchoring, then arrives super stretching force f by the stretch-draw of nonreactive feather key side
kdrop to again target stretching rope power f
c, then anchoring, completes the stretching construction of guy of twisted steel cable.
Preferably, after completing described step 5, carry out before described step 6, also be provided with a coefficient of friction resistance and check step: transposing application of force direction, by fixed end stretch-draw before this, super stretching end is fixed, and oppositely measures and show that coefficient of friction resistance μ ' checks, the error of coefficient of friction resistance μ and μ ' is less than 0.01 and carries out described step 6, otherwise remeasures coefficient of friction resistance μ and μ '.
Preferably, described step 5 is chosen first and second root of every bundle drag-line and the actual measurement coefficient of friction resistance of last root steel strand is noted down.
Target of the present invention is to optimize mounting method, make that the Suo Li of drag-line in king-post outside is identical, antiskid key and king-post closely connected and possess enough pressure deposits.It is calculated to theoretical basis below and key Design method is further discussed in detail:
(1) calculate theoretical basis
When the effect of guy of twisted steel cable out-of-balance force can be passed to mechanical friction skidding device, every steel strand cannot reach balance in saddle, and direction all deviates from out-of-balance force one side, and drag-line relies on mechanical friction skidding device place and bears extruding force and just can reach balance.Get mechanical friction skidding device as slider (as shown in Figure 7), its stress can be explained with following formula:
F
a+f
m＝F
be
-μθ (1)
In formula, F
atarget Suo Li for during Cantilever Construction or one-tenth bridge stage steel strand; f
mthe extruding force of bearing for mechanical friction skidding device; F
bsuo Li for the super stretching end of steel strand; μ is the coefficient of friction resistance of guy of twisted steel cable in saddle; θ is that drag-line is at the accumulative total steering angle (rad) of king-post inside.
For engineering design, do not wish that the friction skidding device closely connected with anchor slab is drawn out, the standard that is set as follows is to meet design requirement:
f
m≥γ
dΔf (
2)
In formula, Δ f is the out-of-balance force effect that drag-line is subject to; γ
dfor design pressure deposit safety factor.
Get friction skidding device as slider, with reference to formula (1), can obtain:
F
a+γ
dΔf≤F
be
-μθ (3)
(2) key Design method
Consider to utilize reverse friction power to eliminate the excessive super stretching force of drag-line revealed section, control to greatest extent the difference of saddle both sides exit Suo Li and guarantee that antiskid key is not drawn out:
1) first will be without the super F that is stretched to of friction skidding device side
k, have friction skidding device side to be stretched to pass line power F
a(F
a<F
k), (pressure deposit is a and a>=γ to make friction skidding device (being antiskid key) pressurized
dΔ f).
2) will be loaded onto pass line power F without friction skidding device side dumping again
b, then anchoring, the reverse friction power while utilizing unloading retains suitable pressure deposit (as shown in Figure 8) at friction skidding device place.With reference to formula (3), theoretical model is expressed as formula (4):
F
a+a＝F
ke
-μθ (
4)
According to calculating target, make saddle export two end cable forces identical, i.e. F
b=F
aand f=0, suppose that reverse friction when the super stretch-draw side dumping of drag-line is carried is identical with positive frictional resistance, pressure deposit can be expressed as formula (5):
a＝F
k(1-e
-μθ) (
5)
Bring formula (5) into formula (4) and can obtain formula (6):
Formula (5)～(6) can be according to F
a, μ, θ solve, so the method that the present invention sets up is feasible.
Now, drag-line is being implemented the elongation L of super stretch-draw side
bin available Fig. 8, " curve 2 " surrounds area divided by guy of twisted steel cable elastic modulus E with horizontal axis
swith sectional area A
sand obtain:
Due to friction skidding device closely connected king-post still under live loading (king-post left side), the left side Suo Li F in Fig. 8
acannot surmount F
ke
-μ θ.And being subject to positive frictional resistance under live loading, super stretch-draw side affects its Suo Li F
balso cannot surmount F
ke
-μ θ.Therefore, the maximum internal force of drag-line in saddle pipeline is F
ke
-μ θ, be also F
a+ a.
It is of the present invention that to using antiskid key as follows as the beneficial effect of the stretch-draw construction method of the guy of twisted steel cable of locking device:
1) the present invention has optimized mounting method, make drag-line in king-post two outsides identical, the antiskid key of the Suo Li of (saddle is with beyond antiskid key) and king-post closely connected and possess enough pressure deposits.
2) internal force of (saddle is with beyond antiskid key) is identical in king-post both sides to the invention enables every steel strand, improved the degree of safety of whole bundle drag-line, antiskid key coupling mechanism force is more reliable, the distortion of drag-line in saddle district is less, drag-line is constant at the maximum internal force in saddle district, does not therefore have fatigue problem.
3) site operation is conveniently not easy to make mistakes, and drag-line is that single steel strand is operated thereby super stretching force can not cause excessive impact to structural entity when implementing super stretch-draw.
4) the design Suo Li of every steel strand of drag-line revealed section is identical, and construction monitoring personnel are convenient to control the Suo Li deviation of whole bundle drag-line.
Below with reference to accompanying drawing, the technique effect of design of the present invention, concrete structure and generation is described further, to understand fully object of the present invention, feature and effect.
Accompanying drawing explanation
Fig. 1 is structure of saddle schematic diagram.
Fig. 2 is two cannula configuration schematic diagrames.
Fig. 3 is a minute fiber tube organigram.
Fig. 4 is anti-slip anchoring tube organigram.
Fig. 5 is antiskid key organigram.
Fig. 6 is usingd the method for stretching schematic diagram of antiskid key as the guy of twisted steel cable of locking device.
Fig. 7 is mechanical friction skidding device slider force analysis figure.
Fig. 8 is the Suo Li distribution map of super stretching end after putting.
Fig. 9 is the one-sided super stretching force applying method schematic diagram of drag-line.
Figure 10 is king-post and saddle total structure schematic diagram.
The specific embodiment
As shown in Figure 9 and Figure 10, the present embodiment a kind of usingd the stretch-draw construction method of antiskid key as the guy of twisted steel cable of locking device, on king-post, be equipped with and using the drag-line of antiskid key as locking device, on each root steel strand, be provided with primary antibodie feather key, described antiskid key is crisscross arranged on the both sides of king-post, comprises the following steps:
Step 1, one-sided super stretching force put in nearly king-post side and do not arrange on the drag-line of antiskid key.
The one-sided drag-line of step 2, king-post is at the construction stage steel strand of super half quantity of stretch-draw respectively.
Step 3, every bundle drag-line when stretch-draw should from be positioned at middle part steel strand, then successively outside.
Step 4, remember that every bundle drag-line target stretching rope power is F
c, steel strand quantity is N, every steel strand are at the target stretching rope power f of construction stage
c=F
c/ N.
Step 5, every bundle drag-line were surveyed coefficient of friction resistance μ before stretch-draw: tested steel twisted wire two ends are installed to jack and prepare sensor, one end is made as fixed end, other end stretch-draw is to construction Suo Li, and the rope force rate of calculating fixed end and super stretching end is worth stretch-draw efficiency factor K, by K=e
-μ θ, in conjunction with recording the accumulative total steering angle θ of drag-line in king-post inside, can obtain coefficient of friction resistance μ; Then change application of force direction, by fixed end stretch-draw before this, super stretching end is fixed, and oppositely measures and show that coefficient of friction resistance μ ' checks, the error of coefficient of friction resistance μ and μ ' is less than 0.01 and carries out described step 6, otherwise remeasures coefficient of friction resistance μ and μ '; Wherein, can choose first and second root of every bundle drag-line and the actual measurement coefficient of friction resistance of last root steel strand is noted down.
Step 6, remember that the super stretching force of every steel strand is f
k, f
k=f
c/ (2K-1).
Step 7, every steel strand are at nonreactive feather key side pretensioning, and its stretching force need be greater than actual measurement frictional resistance, to guarantee that antiskid key is close to cable saddle end face.
Step 8, every steel strand are when having the stretch-draw of antiskid key side, and nonreactive feather key side also must simultaneous tension, remains that the stretching force of nonreactive feather key side has been greater than antiskid key side stretching force in stretching process, between 1～2 times that the difference of both sides is actual measurement frictional resistance.
Step 9, there iing the stretch-draw of antiskid key side to monitoring objective stretching rope power f when every steel strand
ctime, first anchoring, then arrives super stretching force f by the stretch-draw of nonreactive feather key side
kdrop to again target stretching rope power f
c, then anchoring, completes the stretching construction of guy of twisted steel cable.
Concrete, design principles according to the present invention is applied the present embodiment and is usingd the stretch-draw construction method of antiskid key as the guy of twisted steel cable of locking device on certain bridge: the guy of twisted steel cable of this bridge has adopted mechanical type friction skidding device (the antiskid key of many steel strand is with respect to king-post center line arranged crosswise), and king-post and saddle total structure are as shown in figure 10.Shown in Fig. 9, the maximal unbalanced force causing with bridge permanent action and variable action act as according to determining drag-line friction skidding device minimum pressure deposit, the maximum （normal） stress that guarantees the inhaul cable operation phase meets standard and designing requirement, by limiting the uneven weight of maximum of during Cantilever Construction, guarantees that drag-line is in the interim antiskid safety in saddle district.Operation phase unbalanced load has adopted full-bridge spatial beam model to load and has solved, and during cantilever construction, maximum permissible unbalance weight solves based on linear superposition theorem by considering the FEM (finite element) model of construction overall process.Adopt method of the present invention to calculate the stress of drag-line in saddle district, according to field measurement coefficient of friction resistance data mu=0.06, obtained the result in table 1.
The stress of the drag-line in certain Bridge Construction stage of table 1 in saddle district gathers
Through calculating, drag-line in king-post both sides identical, the antiskid key of the Suo Li of (saddle is with beyond antiskid key) and king-post closely connected and possess enough pressure deposits, this method has reached predeterminated target.
More than describe preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art just can design according to the present invention make many modifications and variations without creative work.Therefore, all technician in the art, all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology by the available technical scheme of logical analysis, reasoning, or a limited experiment.
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| CN105239507A (en) * | 2015-10-28 | 2016-01-13 | 上海市城市建设设计研究总院 | Steering gear of cable member |
| CN105445181A (en) * | 2015-11-25 | 2016-03-30 | 安徽金星预应力工程技术有限公司 | Method for measuring friction coefficients of pre-stressed ducts of water-drop-shaped cable saddle of stay cable |
| CN106012795A (en) * | 2016-04-13 | 2016-10-12 | 中交第二航务工程局有限公司 | Cable-stayed bridge cable bent tower intersection structure with double-oval appearance |
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| CN107217593A (en) * | 2017-06-01 | 2017-09-29 | 西南交通大学 | A kind of main push-towing rope for the main saddle of suspension bridge is layered anti-skid construction |
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| CN112411376A (en) * | 2020-12-07 | 2021-02-26 | 柳州市邱姆预应力机械有限公司 | Inhaul cable anti-skidding device and installation method thereof |
| CN114657893A (en) * | 2022-04-26 | 2022-06-24 | 中交一公局集团有限公司 | A Single Synchronous Tensioning Device for Stay Cables Based on Spatial Shape |
| CN114934451A (en) * | 2022-05-10 | 2022-08-23 | 柳州欧维姆结构检测技术有限公司 | Method for dismantling steel strand stay cable with steering cable saddle |
| CN115075137A (en) * | 2022-06-09 | 2022-09-20 | 江阴法尔胜住电新材料有限公司 | Stay cable tensioning and locking method based on balance control |
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| CN111455855A (en) * | 2020-04-16 | 2020-07-28 | 中交一公局第四工程有限公司 | Construction process of main bridge of double-tower single-cable-plane short-tower cable-stayed bridge |
| CN111455855B (en) * | 2020-04-16 | 2021-11-12 | 中交一公局第四工程有限公司 | Construction process of main bridge of double-tower single-cable-plane short-tower cable-stayed bridge |
| CN112411376A (en) * | 2020-12-07 | 2021-02-26 | 柳州市邱姆预应力机械有限公司 | Inhaul cable anti-skidding device and installation method thereof |
| CN114657893A (en) * | 2022-04-26 | 2022-06-24 | 中交一公局集团有限公司 | A Single Synchronous Tensioning Device for Stay Cables Based on Spatial Shape |
| CN114657893B (en) * | 2022-04-26 | 2024-06-25 | 中交一公局集团有限公司 | A single synchronous tensioning device for inclined cables based on spatial special shapes |
| CN114934451A (en) * | 2022-05-10 | 2022-08-23 | 柳州欧维姆结构检测技术有限公司 | Method for dismantling steel strand stay cable with steering cable saddle |
| CN114934451B (en) * | 2022-05-10 | 2024-05-14 | 柳州欧维姆结构检测技术有限公司 | Dismantling method of steel strand stay cable with steering cable saddle |
| CN115075137A (en) * | 2022-06-09 | 2022-09-20 | 江阴法尔胜住电新材料有限公司 | Stay cable tensioning and locking method based on balance control |
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Address after: 200011 Tibet South Road, Shanghai, No. 1170, No. Patentee after: Shanghai urban construction design & Research Institute (Group) Co., Ltd. Address before: 200011 Tibet South Road, Shanghai, No. 1170, No. Patentee before: Shanghai Urban Construction Design & Research Institute |