CN106436551A - Inner anchoring suspension bridge with oblique axis cable bent towers - Google Patents
Inner anchoring suspension bridge with oblique axis cable bent towers Download PDFInfo
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- CN106436551A CN106436551A CN201610800641.4A CN201610800641A CN106436551A CN 106436551 A CN106436551 A CN 106436551A CN 201610800641 A CN201610800641 A CN 201610800641A CN 106436551 A CN106436551 A CN 106436551A
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- oblique axis
- sarasota
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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Abstract
The invention discloses an inner anchoring suspension bridge with oblique axis cable bent towers. The inner anchoring suspension bridge mainly consists of a main cable, suspension cables, oblique axis cable bent towers, horizontal bars and a stiffening girder, wherein the suspension cables are uniformly arranged between the main cable and the stiffening girder; an oblique axis cable bent tower foundation is cast at the bottom of each of the oblique axis cable bent towers; a steering block II is arranged at the bottom of each of the oblique axis cable bent tower foundations; a cable saddle is arranged at the top of each of the oblique axis cable bent towers; one end of each of the horizontal bars is connected with the corresponding oblique axis cable bent tower, and each steering block I is arranged at the other end of the corresponding horizontal bar; and the end part of the main cable sequentially goes around the cable saddles, the steering blocks I, the steering blocks II, and is finally anchored on the stiffening girder. According to the inner anchoring suspension bridge with the oblique axis cable bent towers disclosed by the invention, anchorages which are large in size are not used, and the calculating length of the main cable for connecting the anchorages is reduced, so that the stress and the amplitude of the main cable are reduced under the effect of a permanent load; the main cable goes around the oblique axis cable bent tower foundations, so that the pressure of the cable bent towers to bases is reduced; and the main cable is anchored on the stiffening girder, and axial force is provided by the stiffening girder for balancing part of horizontal component force of the main cable, so that the aerodynamic performance of the suspension bridge is improved, the horizontal thrust of the foundations is reduced, and investment is reduced.
Description
Technical field
The invention belongs to a kind of suspension bridge is and in particular to anchor suspension bridge in a kind of inclined shaft transmission tower.
Background technology
Suspension bridge structure has that stress performance is good, span ability big, lightly attractive in appearance, shock resistance is strong, version is various
And good to landform adaptability the features such as, many cross over the hindrance to traffics such as great rivers, high mountain gorge, bay harbour when,
Often as first-selected bridge type.Therefore, people also have devised multiple Suspension bridge structure.As Chinese Patent Application No. is
201510012845.7 disclose a kind of suspension bridge of high torsional rigidity, and including girder, Sarasota, main push-towing rope and suspension rod, main push-towing rope is one
Bar and be located at girder longitudinal center facade, suspension rod be distributed in girder both lateral sides for by main push-towing rope suspend in midair girder so that main push-towing rope,
Suspension rod and girder form the structure that cross section is spatial triangle；It utilizes the stability of triangle, forms one similar to three
Angular box-beam structure, fundamentally improves the overall torsional rigidity of suspension bridge and reverses shake frequency, directly improve to reverse under quiet wind and lose
Steady critical wind velocity, it is also possible to increase reverse shake frequency and the vertical ratio shaking frequency, thus improve the critical wind of electric shock
Speed, also ensures that the security of the suspension bridge compared with large span；And, do not increase material and the cost of existing suspension bridge, and
In fact, main push-towing rope is one, cross-sectional area can be increased, and increase suspension rod quantity and cross-sectional area, increase torsional rigidity further.
And for example Chinese Patent Application No. discloses a kind of self-anchored suspension bridge for 200920043292.1, including Sarasota basis, Sarasota, rope
Saddle, stiff girder, main push-towing rope and suspension rod, the steel tube concrete local soil type being provided with concrete perfusion in empty steel pipe in described stiff girder and being formed
Close component；Using concrete filled steel tube stiff girder, cost not only can be reduced, and easy construction, can substantially accelerate to construct into
Degree.For another example Chinese Patent Application No. discloses a kind of bridge structure for 201120102496.5, include runway beam, bridge tower,
Anchorage, load-bearing main push-towing rope, is characterized in that, load-bearing main push-towing rope is combined by a main rope and Duo Gen rope, from Sarasota, are spaced one
Several ropes are separated from load-bearing main push-towing rope by set a distance, are connected with track beam, are provided with point at the secondary rope separation on load-bearing main push-towing rope
Cable device.Load-bearing main push-towing rope is made up of secondary rope and main rope, and with fixture combination together；Cable utensil is divided to have secondary rope to separate from load-bearing main push-towing rope
The inner chamber of shape, and have fastener, can be fixed on load-bearing main push-towing rope；Its structure can optimize answering of suspension bridge load-bearing main push-towing rope
Power, saves material.
But the earth anchored suspension bridge in generally conventional formula, needs to build bulky anchorage to anchor main push-towing rope, this is just
Cause the place in geological condition difference, the foundation engineering amount of anchorage structures is very big, often becomes the difficult point of engineering；Ground anchor type hangs
Cable bridge anchorage and Anchor Foundation occupy the considerable part of construction costs, become the important side of impact Suspension bridge structure economy
Face；In urban area or tourist district, build bulky anchorage, environmental beauty also can be had a negative impact.
Content of the invention
Present invention aims to the problems referred to above, there is provided anchor suspension bridge in a kind of inclined shaft transmission tower.The present invention's is oblique
In axis tower, anchor suspension bridge can eliminate bulky anchorage, decrease the computational length of the main push-towing rope connecting anchorage, make master
Cable stress and amplitude under dead load reduce；Main push-towing rope bypasses oblique axis Sarasota basis, compared with the anchor suspension bridge of original place, decreases
The pressure to ground for the Sarasota；Main push-towing rope is anchored on stiff girder, provides axle power balance main push-towing rope part of horizontal component by stiff girder, thus
Improve suspension bridge aerodynamic quality, reduce foundation level thrust simultaneously, and reduce investment；Oblique axis Sarasota is using rationally eccentric
Line, does not produce moment of flexure under eccentric force effect.
The present invention takes technical scheme below to realize above-mentioned purpose：
Anchor suspension bridge in a kind of inclined shaft transmission tower, is mainly made up of girder, hoist cable, oblique axis Sarasota, horizon bar and stiff girder；Described
Hoist cable be evenly arranged between main push-towing rope and stiff girder；The bottom of described oblique axis Sarasota has poured oblique axis Sarasota basis,
And it is provided with steering block II in the bottom on oblique axis Sarasota basis；It is provided with cable saddle at the top of oblique axis Sarasota；Described level
One end of bar is connected with oblique axis Sarasota, and the other end is provided with steering block I；The end of described main push-towing rope bypasses oblique axis Sarasota successively
The cable saddle at top, the steering block I of horizontal boom end, the steering block II of oblique axis Sarasota foundation bottom, are finally anchored at stiff girder
On；
The setting height(from bottom) of described horizon bar is h, and that is, horizon bar is to the basic vertical distance of oblique axis Sarasota；Described oblique axis
The height of Sarasota is H, and that is, oblique axis Sarasota tower top is to the basic vertical distance of oblique axis Sarasota：
When, when that is, horizon bar is located at oblique axis Sarasota middle and upper part, horizon bar is in axial compression, in horizon bar end
Set up pressure-bearing auxiliary pier II, and pressure-bearing auxiliary pier I is set at stiff girder anchoring main push-towing rope；Described pressure-bearing auxiliary pier I, pressure-bearing are auxiliary
The bottom helping pier II pours pressure-bearing auxiliary pier foundation I, pressure-bearing auxiliary pier foundation II respectively；
When, when that is, horizon bar is located in the middle part of oblique axis Sarasota, horizon bar is in axial compression, anchors master in stiff girder
Pressure-bearing auxiliary pier I is set at cable；The bottom of described pressure-bearing auxiliary pier I pours pressure-bearing auxiliary pier foundation I；
When, that is, horizon bar down slightly biased shifting oblique axis Sarasota in the middle part of when, horizon bar is acted on by eccentric force, by water
The axis trimming of flat bar is oblique axis, makes horizon bar be in free from moment, and arranges pressure-bearing at stiff girder anchoring main push-towing rope
Auxiliary pier I；The bottom of described pressure-bearing auxiliary pier I pours pressure-bearing auxiliary pier foundation I；
When, when that is, horizon bar down offsets in the middle part of oblique axis Sarasota farther out, horizon bar is acted on by eccentric force, by level
The axis trimming of bar is oblique axis, makes horizon bar be in free from moment, and by the inclined shaft below horizon bar one end and bridge floor
Clue tower pours as an entirety, becomes a double cantilever tower, and the end of main push-towing rope is finally anchored inside double cantilever towers.
In the present invention, act on the load on stiff girder and follow following Path of Force Transfer：Stiff girder → hoist cable → main push-towing rope →
Oblique axis Sarasota → horizon bar → oblique axis Sarasota basis → wraparound stiff girder.
Further illustrating as the present invention, is additionally provided with scattered cable saddle at the anchoring of main push-towing rope end.
Further illustrating as the present invention, when the axis of described oblique axis Sarasota is oblique line, oblique axis Sarasota top
Within angle α that formed respectively of left and right both ends of the surface and main push-towing rope and β unequal, main push-towing rope freely bypasses the tower of oblique axis Sarasota with β angle
Top, horizon bar adjusts length according to β angle, and now oblique axis Sarasota is subject to eccentric force effect not produce moment of flexure, with joint efforts obliquely.With biography
System suspension bridge is different, the value at α angle and β angle can different it is proposed that β angle is slightly less than α angle, now oblique axis Sarasota is subject to eccentric masterpiece
With；This bridge oblique axis Sarasota axis（Centroidal line）For oblique line, make oblique axis Sarasota be solely subjected to pressure under wobbler action power, be in
Free from moment.
Further illustrating as the present invention, during the described face perpendicularly to the axis of oblique axis Sarasota, oblique axis Sarasota top
Within angle α that left and right both ends of the surface and the main push-towing rope in portion is formed respectively and β are equal, oblique axis Sarasota axial compression, its make a concerted effort vertically to
Under, horizontal pole length is partially long.
Further illustrating as the present invention, the position of described horizon bar moves up and down along oblique axis Sarasota, works as level
Bar and bridge floor with high when, horizon bar is as a part for bridge floor.
Further illustrating as the present invention, described horizon bar adopts steel construction lattice column form or steel case or mixes
Solidifying soil box is made.Using steel construction lattice column form or steel case, can effectively reduce horizon bar deadweight.
In the present invention, when geological state is preferable, shallow foundation can directly be adopted；When geological state is general, in inclined shaft clue
Tower bottom is driven piles；When geological state is poor, the stake being squeezed into or sunk to by many roots in soil and the cushion cap institute of connection stake top need to be made
The basis constituting；
In the present invention, main push-towing rope is the main supporting member of this system, is primarily subjected to pulling force；Hoist cable plays connection stiff girder and master
The effect of cable, only transmits the component of load, and the load such as stiff girder, bridge deck and mobile load passes to main push-towing rope by hoist cable；Oblique axis
Sarasota acts the effect supporting main push-towing rope, is primarily subjected to pressure；Suo Li is passed to oblique axis Sarasota by horizon bar, and power is passed by oblique axis Sarasota
To basis.
Advantages of the present invention：
1. as a kind of new system suspension bridge, it does not need huge anchorage, easy construction, short time limit to the present invention, has preferably
Economy.
2. the main push-towing rope of the present invention is anchored on stiff girder, increases stiff girder axle power, improves suspension bridge wind resistance, reduces simultaneously
Foundation level thrust.
3. the present invention, by setting up horizon bar, main push-towing rope is bypassed oblique axis Sarasota basis, reduces oblique axis Sarasota ground
Pressure.
4., because main push-towing rope is divided into upper and lower two parts by horizon bar, compared with traditional earth anchor suspension bridge, decrease connection anchorage
The computational length of section main push-towing rope, thus reducing the stress of main push-towing rope and amplitude under dead load, has saved dorsal funciculus rope long simultaneously.
5., when oblique axis Sarasota basis and pressure-bearing auxiliary pier foundation adopt open cut foundation, can excavate, easy construction simultaneously,
Good economy performance.
Brief description
The elevation of embodiment 1 in the present invention in Fig. 1.
The elevation of embodiment 2 in the present invention in Fig. 2.
The elevation of embodiment 3 in the present invention in Fig. 3.
The elevation of embodiment 4 in the present invention in Fig. 4.
Fig. 5-Figure 11 is the force analysis figure of anchor suspension bridge in inclined shaft transmission tower of the present invention.
Reference：1- main push-towing rope；2- hoist cable；3- oblique axis Sarasota；4- pressure-bearing auxiliary pier I；5- horizon bar；6- stiff girder；
7- oblique axis Sarasota basis；8- pressure-bearing assists pier foundation I；9- cable saddle；10- steering block I；11- turns to fast II；12- dissipates cable saddle；
13- pressure-bearing auxiliary pier II；14- pressure-bearing assists pier foundation II.
Specific embodiment
In conjunction with Fig. 5-Figure 11, the mechanics principle of the present invention is illustrated：
1. preferable line of eccentricity
Assume oblique axis Sarasota as shown in figure 5, N is axle power, Q is shearing, H0For the above tower height of stiff girder, note IB is l1, DC is
l2, column area is A.If making the area of tower keep constant, and do not produce moment of flexure under eccentric force, must then be fulfilled for following relation
Formula：
| (1) |
Can be released by (1) formula：
| (2) |
(2) formula is the preferable line of eccentricity of tower.When known tower height is H0, column area be A, IB be l1When, can obtain DC is：
| (3) |
(2) formula substitution (3) formula can be released：
| (4) |
As shown in fig. 6, the width of tower arbitrfary point is 2y, length being（l1+2x）, understand according to column area A is constant：
| (5) |
(2) formula substitution (5) formula can be released：
| (6) |
(6) formula is the width curve of tower, as shown in figure 5, understanding that tower top width is A/l by (6) formula1, bottom of towe width is A/ (l1
+2H0Q/N).
In sum, do not change the area of tower, it also can be made not produce moment of flexure under eccentric force effect.
2. anchor suspension bridge force analysis in inclined shaft transmission tower
Anchor suspension bridge stress in inclined shaft transmission tower is as shown in fig. 7, G1、G2It is respectively oblique axis Sarasota, the gravity of pressure-bearing auxiliary pier, S
For main push-towing rope tension force, X1Based on subgrade reaction suffered by horizontal direction, Y1、Y2Based on subgrade reaction suffered by vertical direction,
H is bridge floor height, and H is oblique axis Sarasota height, α, β, γ, the angle for main push-towing rope and oblique axis Sarasota, N0For stiff girder axle
Power, N1For oblique axis Sarasota top axle power, N2For horizon bar B2B3Section axle power, N3For oblique axis Sarasota bottom axle power, N4For level
Bar B3B4Section axle power, N5For pressure-bearing auxiliary pier axle power, Q1For oblique axis Sarasota top shearing, Q2Horizon bar shearing, Q3For oblique axis
Sarasota bottom shearing, is analyzed as follows：
1). base counter-force
As shown in fig. 7, making a concerted effort to balance from horizontal direction:
| (7) |
Can be released by (7) formula:
| (8) |
As shown in fig. 7, by O2Joint moment equilibrium understands:
| (9) |
Can be released by (9) formula:
| (10) |
As shown in fig. 7, by O1Joint moment equilibrium understands:
| (11) |
Can be released by (11) formula:
| (12) |
Base counter-force can be calculated by (8) formula, (10) formula, (12) formula.
2). oblique axis Sarasota top shearing and axle power
As shown in figure 8, making a concerted effort to balance from horizontal direction:
| (13) |
Can be released by (13) formula:
| (14) |
As shown in figure 8, making a concerted effort to balance from vertical:
| (15) |
Can be released by (15) formula:
| (16) |
Oblique axis Sarasota top shearing and axle power can be calculated by (14) formula, (116) formula, by shearing Q1, axle power N1True by (2) formula
Determine the preferable line of eccentricity of oblique axis Sarasota.
3). horizon bar B2B3Section axle power and shearing
As shown in figure 9, making a concerted effort to balance from horizontal direction:
| (17) |
Can be released by (17) formula:
| (18) |
As shown in figure 9, making a concerted effort to balance from vertical:
| (19) |
Can be released by (19) formula:
| (20) |
Horizon bar B can be calculated by (18) formula, (20) formula2B3Section axle power and shearing, by shearing Q2, axle power N2Determine water by (2) formula
Flat bar B2B3The preferable line of eccentricity of section.
4). horizon bar B3B4Section axle power and pressure-bearing auxiliary pier axle power
As shown in Figure 10, make a concerted effort to balance from horizontal direction:
| (21) |
As shown in Figure 10, make a concerted effort to balance from vertical:
| (22) |
Horizon bar B can be calculated by (21) formula, (22) formula3B4Section axle power and pressure-bearing auxiliary pier axle power.
5). oblique axis Sarasota bottom shearing and axle power
As shown in figure 11, make a concerted effort to balance from vertical:
| (23) |
(16) formula is substituted into (23) formula understand：
| (24) |
As shown in figure 11, make a concerted effort to balance from horizontal direction:
| (25) |
(18) formula, (21) formula are substituted into (25) formula and understand：
| (26) |
Oblique axis Sarasota bottom shearing and axle power can be calculated by (24) formula, (26) formula.
Described in synthesis, there are five undetermined parameters and 11 fundamental unknown variables in computation model, that is, β, γ, α, N0
And X1、Y1、Y2、N1、N2、N3、 N4、N5、Q1、Q2、Q3, after undetermined parameter determines according to design requirement, you can by above-mentioned pass
It is that formula obtains 11 fundamental unknown variables.
With reference to the accompanying drawings and examples the structure design of the present invention is further described.
Embodiment 1：
In the inclined shaft transmission tower of the present embodiment, all to raise the Yangtze Bridge with profit identical for the span arrangement of anchor suspension bridge.As shown in figure 1, it is a kind of
Anchor suspension bridge in inclined shaft transmission tower, is mainly made up of girder 1, hoist cable 2, oblique axis Sarasota 3, horizon bar 5 and stiff girder 6；Described
Hoist cable 2 is evenly arranged between main push-towing rope 1 and stiff girder 6；The bottom of described oblique axis Sarasota 3 has poured oblique axis Sarasota basis
7, and it is provided with steering block II 11 in the bottom on oblique axis Sarasota basis 7；It is provided with cable saddle 9 at the top of oblique axis Sarasota 3；Described
One end of horizon bar 5 be connected with oblique axis Sarasota 3, the other end is provided with steering block I 10；The end of described main push-towing rope 1 successively around
Cross the cable saddle 9 at oblique axis Sarasota 3 top, the steering block I 10 of horizon bar 5 end, the steering block II of oblique axis Sarasota basis 7 bottoms
11, finally it is anchored on stiff girder 6；
When horizon bar 5 is located at oblique axis Sarasota 3 middle and upper part, horizon bar 3 is in axial compression, sets up pressure-bearing in horizon bar 5 end
Auxiliary pier II 13, and anchor setting pressure-bearing auxiliary pier I 4 at main push-towing rope 1 in stiff girder 6；Described pressure-bearing auxiliary pier I 4, pressure-bearing auxiliary
The bottom of pier II 13 pours pressure-bearing auxiliary pier foundation I 8, pressure-bearing auxiliary pier foundation II 14 respectively.
It is provided with scattered cable saddle 12 at the anchoring of main push-towing rope 1 end.Horizon bar 5 and bridge floor are with high.β be taken as 45 °, γ be taken as 45 °,
Be taken as 50 °, α be taken as 60 °, N0It is taken as the half of main push-towing rope tension force, oblique axis Sarasota, horizon bar all using steel box structure, are put more energy into
Beam adopts steel construction.
According to conventional design, huge anchorage and deep foundation need to be set, be computed, raise the Yangtze Bridge with profit compared with, save
Remove anchorage, this expense saves 2.8 hundred million yuan.In inclined shaft transmission tower, due to setting up auxiliary pier, horizon bar, this expense is anchor suspension bridge
0.5 hundred million.Therefore, raise with profit compared with the Yangtze Bridge common earth anchor bridge suspension bridge, in inclined shaft transmission tower, anchor suspension bridge has saved altogether 2.3
Hundred million.In inclined shaft transmission tower, anchor Suspension Bridge Tower axle power reduces 45% simultaneously, and Sarasota lateral rigidity improves 15.3%, and the duration reduces 11
Month.
Embodiment 2：
In the inclined shaft transmission tower of the present embodiment, the span arrangement of anchor suspension bridge is all identical with the Wufeng Mount Yangtze Bridge.As shown in Fig. 2 one
Plant anchor suspension bridge in inclined shaft transmission tower, be mainly made up of girder 1, hoist cable 2, oblique axis Sarasota 3, horizon bar 5 and stiff girder 6；Described
Hoist cable 2 be evenly arranged between main push-towing rope 1 and stiff girder 6；The bottom of described oblique axis Sarasota 3 has poured oblique axis Sarasota base
Plinth 7, and it is provided with steering block II 11 in the bottom on oblique axis Sarasota basis 7；It is provided with cable saddle 9 at the top of oblique axis Sarasota 3；Institute
The one end of horizon bar 5 stated is connected with oblique axis Sarasota 3, and the other end is provided with steering block I 10；The end of described main push-towing rope 1 is successively
Bypass the cable saddle 9 at oblique axis Sarasota 3 top, the steering block I 10 of horizon bar 5 end, the steering block of oblique axis Sarasota basis 7 bottoms
II 11, finally it is anchored on stiff girder 6；
When horizon bar 5 is located at oblique axis Sarasota 3 middle part, horizon bar 3 is in axial compression, anchors in stiff girder 6 and arranges at main push-towing rope 1
Pressure-bearing auxiliary pier I 4；The bottom of described pressure-bearing auxiliary pier I 4 pours pressure-bearing auxiliary pier foundation I 8.
It is provided with scattered cable saddle 12 at the anchoring of main push-towing rope 1 end.Horizon bar 5 and bridge floor are with high.β be taken as 45 °, γ be taken as 45 °,
Be taken as 50 °, α be taken as 60 °, N0It is taken as the half of main push-towing rope tension force, oblique axis Sarasota, horizon bar all tell box knot using coagulation
Structure, stiff girder adopts steel construction.
According to conventional design, huge anchorage and deep foundation need to be set, be computed, compared with the Yangtze Bridge of Wufeng Mount,
Set up horizon bar, auxiliary pier, eliminate anchorage, in inclined shaft transmission tower, anchor suspension bridge saves 1.8 hundred million, Sarasota axle power reduces 35%, Sarasota
Lateral rigidity improves 20.5%, and excavation of foundation pit depth reduces 25m, and the duration reduces 10 months.
Embodiment 3：
In the inclined shaft transmission tower of the present embodiment, the span arrangement of anchor suspension bridge is all identical with yangtze river in nanjing four bridge.As shown in figure 3, it is a kind of
Anchor suspension bridge in inclined shaft transmission tower, is mainly made up of girder 1, hoist cable 2, oblique axis Sarasota 3, horizon bar 5 and stiff girder 6；Described
Hoist cable 2 is evenly arranged between main push-towing rope 1 and stiff girder 6；The bottom of described oblique axis Sarasota 3 has poured oblique axis Sarasota basis
7, and it is provided with steering block II 11 in the bottom on oblique axis Sarasota basis 7；It is provided with cable saddle 9 at the top of oblique axis Sarasota 3；Described
One end of horizon bar 5 be connected with oblique axis Sarasota 3, the other end is provided with steering block I 10；The end of described main push-towing rope 1 successively around
Cross the cable saddle 9 at oblique axis Sarasota 3 top, the steering block I 10 of horizon bar 5 end, the steering block II of oblique axis Sarasota basis 7 bottoms
11, finally it is anchored on stiff girder 6；
Horizon bar 5 down slightly biased shifting oblique axis Sarasota 3 middle part when, horizon bar 5 is acted on by eccentric force, by the axis tune of horizon bar 5
Whole make horizon bar 5 be in free from moment for oblique axis, and anchor in stiff girder 6 pressure-bearing auxiliary pier I 4 be set at main push-towing rope 1；
The bottom of described pressure-bearing auxiliary pier I 4 pours pressure-bearing auxiliary pier foundation I 8.
It is provided with scattered cable saddle 12 at the anchoring of main push-towing rope 1 end.Horizon bar 5 and bridge floor are with high.β be taken as 45 °, γ be taken as 45 °,
Be taken as 50 °, α be taken as 60 °, N0It is taken as the half of main push-towing rope tension force, oblique axis Sarasota, horizon bar are all using steel construction lattice cylindricality
Formula, stiff girder adopts steel construction.
According to conventional design, huge anchorage and deep foundation need to be set, be computed, compared with yangtze river in nanjing four bridge, save
Remove anchorage, this expense saves 4.5 hundred million yuan.In inclined shaft transmission tower, due to setting up auxiliary pier, horizon bar, this expense is anchor suspension bridge
1.8 hundred million.Therefore, make the best use of the advantages with profit compared with the common greatly earth anchor bridge suspension bridge in river, in inclined shaft transmission tower, anchor suspension bridge has saved altogether 2.7 hundred million.
In inclined shaft transmission tower, anchor Suspension Bridge Tower axle power reduces 38.6% simultaneously, and Sarasota lateral rigidity improves 25.6%, and the duration reduces 16 months.
Embodiment 4：
As shown in figure 4, anchor suspension bridge in a kind of inclined shaft transmission tower, mainly by girder 1, hoist cable 2, oblique axis Sarasota 3, horizon bar 5 and
Stiff girder 6 forms；Described hoist cable 2 is evenly arranged between main push-towing rope 1 and stiff girder 6；The bottom of described oblique axis Sarasota 3 is poured
Build oblique axis Sarasota basis 7, and be provided with steering block II 11 in the bottom on oblique axis Sarasota basis 7；In oblique axis Sarasota 3
Top is provided with cable saddle 9；Described one end of horizon bar 5 is connected with oblique axis Sarasota 3, and the other end is provided with steering block I 10；Described
The end of main push-towing rope 1 bypasses the cable saddle 9 at oblique axis Sarasota 3 top, the steering block I 10 of horizon bar 5 end, oblique axis Sarasota base successively
The steering block II 11 of plinth 7 bottom, is finally anchored on stiff girder 6；
Horizon bar（5）Down offset oblique axis Sarasota（3）Middle part farther out when, horizon bar（5）Acted on by eccentric force, by horizon bar
（5）Axis trimming be oblique axis, make horizon bar（5）It is in free from moment, and by horizon bar（5）Below one end and bridge floor
Oblique axis Sarasota（3）Pour as an entirety, become a double cantilever tower, main push-towing rope（1）End be finally anchored at double cantilevers
Inside tower.
Embodiment 1～3 technical parameter contrast table
| Expense is saved（Hundred million yuan） | Sarasota axle power subtracts (%) | Sarasota lateral rigidity（%） | Duration shortens（Month） | |
| Embodiment 1 | 2.3 | 45 | 13.3 | 14 |
| Embodiment 2 | 1.8 | 35 | 20.5 | 10 |
| Embodiment 3 | 2.7 | 36.6 | 25.6 | 16 |
Claims (6)
1. in a kind of inclined shaft transmission tower anchor suspension bridge it is characterised in that：Mainly by girder（1）, hoist cable（2）, oblique axis Sarasota（3）、
Horizon bar（5）And stiff girder（6）Composition；Described hoist cable（2）It is evenly arranged in main push-towing rope（1）And stiff girder（6）Between；Described
Oblique axis Sarasota（3）Bottom poured oblique axis Sarasota basis（7）, and on oblique axis Sarasota basis（7）Bottom be provided with
Steering block II (11)；In oblique axis Sarasota（3）Top be provided with cable saddle（9）；Described horizon bar（5）One end and inclined shaft clue
Tower（3）Connect, the other end is provided with steering block I（10）；Described main push-towing rope（1）End bypass oblique axis Sarasota successively（3）Top
Cable saddle（9）, horizon bar（5）The steering block I of end（10）, oblique axis Sarasota basis（7）The steering block II (11) of bottom, finally
It is anchored on stiff girder (6)；
Described horizon bar（5）Setting height(from bottom) be h, i.e. horizon bar（5）To oblique axis Sarasota basis（7）Vertical distance；Institute
The oblique axis Sarasota stated（3）Height be H, i.e. oblique axis Sarasota（3）Tower top is to oblique axis Sarasota basis（7）Vertical distance：
When, i.e. horizon bar（5）Positioned at oblique axis Sarasota（3）During middle and upper part, horizon bar（3）It is in axial compression, in water
Flat bar（5）Pressure-bearing auxiliary pier II is set up in end（13）, and in stiff girder（6）Anchoring main push-towing rope（1）Place's setting pressure-bearing auxiliary pier I
（4）；Described pressure-bearing auxiliary pier I（4）, pressure-bearing auxiliary pier II（13）Bottom pour respectively pressure-bearing auxiliary pier foundation I（8）, pressure-bearing
Auxiliary pier foundation II（14）；
When, i.e. horizon bar（5）Positioned at oblique axis Sarasota（3）During middle part, horizon bar（3）It is in axial compression, putting more energy into
Beam（6）Anchoring main push-towing rope（1）Place's setting pressure-bearing auxiliary pier I（4）；Described pressure-bearing auxiliary pier I（4）Bottom pour pressure-bearing auxiliary pier base
Plinth I（8）；
When, i.e. horizon bar（5）Down slightly biased shifting oblique axis Sarasota（3）During middle part, horizon bar（5）By eccentric force
Effect, by horizon bar（5）Axis trimming be oblique axis, make horizon bar（5）It is in free from moment, and in stiff girder（6）
Anchoring main push-towing rope（1）Place's setting pressure-bearing auxiliary pier I（4）；Described pressure-bearing auxiliary pier I（4）Bottom pour pressure-bearing auxiliary pier foundation I
（8）；
When, i.e. horizon bar（5）Down offset oblique axis Sarasota（3）Middle part farther out when, horizon bar（5）By eccentric masterpiece
With by horizon bar（5）Axis trimming be oblique axis, make horizon bar（5）It is in free from moment, and by horizon bar（5）One
Oblique axis Sarasota below end and bridge floor（3）Pour as an entirety, become a double cantilever tower, main push-towing rope（1）End final
It is anchored inside double cantilever towers.
2. in inclined shaft transmission tower according to claim 1 anchor suspension bridge it is characterised in that：In main push-towing rope（1）At the anchoring of end
It is provided with scattered cable saddle（12）.
3. in inclined shaft transmission tower according to claim 1 anchor suspension bridge it is characterised in that：Described oblique axis Sarasota（3）'s
When axis is oblique line, oblique axis Sarasota（3）The left and right both ends of the surface at top and main push-towing rope（1）Within angle α being formed respectively and β not phase
Deng main push-towing rope（1）Oblique axis Sarasota is freely bypassed with β angle（3）Tower top, horizon bar（5）Length, now inclined shaft are adjusted according to β angle
Clue tower（3）Do not produced moment of flexure by eccentric force effect, with joint efforts obliquely.
4. in inclined shaft transmission tower according to claim 1 anchor suspension bridge it is characterised in that：Described oblique axis Sarasota（3）'s
Perpendicularly to the axis during face, oblique axis Sarasota（3）The left and right both ends of the surface at top and main push-towing rope（1）Within angle α being formed respectively and β phase
Deng oblique axis Sarasota（3）Axial compression, its with joint efforts straight down, horizon bar（5）Length is partially long.
5. in inclined shaft transmission tower according to claim 1 anchor suspension bridge it is characterised in that：Described horizon bar（5）Position
Along oblique axis Sarasota（3）Move up and down, work as horizon bar（5）With bridge floor with high when, horizon bar（5）A part as bridge floor.
6. in inclined shaft transmission tower according to claim 1 anchor suspension bridge it is characterised in that：Described horizon bar（5）Using steel
Structure lattice cylindricality formula or steel case or concrete box type are made.
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| CN201610800641.4A CN106436551B (en) | 2016-09-02 | 2016-09-02 | Anchor suspension bridge in inclined shaft transmission tower |
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| CN201610800641.4A CN106436551B (en) | 2016-09-02 | 2016-09-02 | Anchor suspension bridge in inclined shaft transmission tower |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000154507A (en) * | 1998-11-20 | 2000-06-06 | Kawasaki Heavy Ind Ltd | Tower top displacement suppression type multispan suspension bridge |
| CN205100083U (en) * | 2015-11-04 | 2016-03-23 | 长安大学 | Bridge is indulged to asymmetric space cable face suspension bridge to single span |
| CN105648894A (en) * | 2014-11-20 | 2016-06-08 | 严宏生 | Grand bridge |
| CN205421022U (en) * | 2015-11-26 | 2016-08-03 | 中建钢构有限公司 | Suspension bridge stiffening beam handing equipment that slides |
| CN206127858U (en) * | 2016-09-02 | 2017-04-26 | 广西大学 | Anchor suspension bridge in oblique axis tower |
-
2016
- 2016-09-02 CN CN201610800641.4A patent/CN106436551B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000154507A (en) * | 1998-11-20 | 2000-06-06 | Kawasaki Heavy Ind Ltd | Tower top displacement suppression type multispan suspension bridge |
| CN105648894A (en) * | 2014-11-20 | 2016-06-08 | 严宏生 | Grand bridge |
| CN205100083U (en) * | 2015-11-04 | 2016-03-23 | 长安大学 | Bridge is indulged to asymmetric space cable face suspension bridge to single span |
| CN205421022U (en) * | 2015-11-26 | 2016-08-03 | 中建钢构有限公司 | Suspension bridge stiffening beam handing equipment that slides |
| CN206127858U (en) * | 2016-09-02 | 2017-04-26 | 广西大学 | Anchor suspension bridge in oblique axis tower |
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