CN206800227U - A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction - Google Patents
A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction Download PDFInfo
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- CN206800227U CN206800227U CN201720686730.0U CN201720686730U CN206800227U CN 206800227 U CN206800227 U CN 206800227U CN 201720686730 U CN201720686730 U CN 201720686730U CN 206800227 U CN206800227 U CN 206800227U
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Abstract
A kind of T-shaped rigid frame bridge carries on the back tower oblique pull ruggedized construction, there is the column foot crossbeam that bottom is provided with deformed bar between two webs above bridge pier, below T structure girder top plates；The cover top surface being located to the inclined king-tower in end bay direction at column foot crossbeam；In king-tower mid-span direction along bridge to there is the anchoring beam that is arranged at intervals between two webs；Suspension cable after the rope hole tensioning in king-tower and anchoring beam by being anchored on king-tower and anchoring beam.Reinforcing T-shaped rigid frame bridge with the ruggedized construction only needs a king-tower and supporting suspension cable, good economy performance, saves the duration；The column foot crossbeam of configuration deformed bar can provide reliable basis for king-tower；The moment that the stretching force tensioning suspension cable calculated by formula can unload T structure centerline T structures girder reaches Δ M just；As the king-tower inclination angle that formula calculates can make the horizontal component that king-tower is conducted oneself with dignity in king-tower bottom caused by moment of flexure just with the horizontal component of each inclined guy cable stretching power in king-tower bottom caused by moment of flexure sum balance each other.
Description
Technical field
Science of bridge building is the utility model is related to, particularly a kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction.
Background technology
Often there are some diseases, wherein more typical disease is T-shaped after coming into operation in substantial amounts of T-shaped rigid frame bridge
T structure girders above the bridge pier of the T structures (in Practical Project, the structure of bridge pier and T structures girder composition often is referred to as into T structures) of rigid frame bridge
Top because bending bearing capacity deficiency produce crack.
For this technical problem, CN106012872A patent documents disclose a kind of continuous rigid frame bridge and added without dorsal funciculus oblique pull
Solid system, the reinforcement system are included in the original cushion cap both sides of continuous rigid frame bridge bridge pier and set up reinforcing cushion cap；It is suitable with continuous rigid frame bridge
Bridge is to center line symmetrical setting oblique cord tower, and oblique cord tower bottom, which is fixed on, to be reinforced on cushion cap, and top is connected with each other by crossbeam；Oblique pull
Rope joist is below continuous rigid frame bridge box beam；Suspension cable joist divides both sides to set suspension cable, one end per skew back drag-line with tiltedly
Sarasota is fixed, and the other end is fixed with suspension cable joist.
When the reinforcement means is applied to solve the above-mentioned disease of T-shaped rigid frame bridge, following technical problem be present：
(1) oblique cord tower bottom, which is fixed on, reinforces on cushion cap, reinforces cushion cap in subaqueous work, difficulty of construction is big, costly；
Oblique cord is made up of the more than bridge floor and following two parts of bridge floor, and height is higher, very huge for high Dun Qiao, its oblique cord tower quantities
Greatly.
(2) beam bottom is arranged in enable suspension cable to act on the joist that girder sets, its length need to be more than the width of bridge
Degree, the width of general bridge have more than 10 meters, or even more than 20 meters, cause the structure of joist very huge, and consuming material is more, economy
Bad while excessive joist is conducted oneself with dignity brings sizable burden to suspension cable.
(3) need two king-towers and supporting suspension cable, quantities very huge at the bridge pier of an independent T-shaped rigid frame bridge
Greatly, for full-bridge, then more very.
(4) lacking a set of effective, complete construction technical schemes can be for reference.
Utility model content
In view of the above-mentioned problems of the prior art, the purpose of this utility model be to provide a kind of miniaturization simple in construction,
Cost is low, the T-shaped rigid frame bridge of quick construction back of the body tower oblique pull ruggedized construction.
To achieve these goals, the utility model adopts the following technical scheme that：
A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction, above the bridge pier of T-shaped rigid frame bridge, below the top plate of T structure girders
Two webs between be provided with column foot crossbeam, the plastic film capicitor that both ends pass through web, plastic film capicitor are arranged at column foot crossbeam bottom
Inside there is deformed bar, be anchored at after the both ends tensioning of deformed bar on web；Corresponding to the upper of the top plate at column foot crossbeam
Surface is provided with to the inclined king-tower in end bay direction, there is spaced four rope holes a up and down in king-tower, four rope hole a from lower and
Upper and bridge floor distance is respectively L/3,5L/12, L/2,7L/12, and wherein L is T structure jib-lengths；The mid-span direction of king-tower,
Along bridge to there is four anchoring being arranged at intervals between two webs beams, the distance of four anchoring beams and T structure center lines is respectively L/
3rd, L/2,2L/3,5L/6, wherein L are T structure jib-lengths；There is rope hole b respectively in four anchoring beams and its corresponding top plate, in rope
King-tower is anchored in after having tensioning between rope hole b corresponding hole a and anchors the suspension cable on beam；
The angle theta to the inclined king-tower in end bay direction and horizontal direction is calculated as follows：
In formula：
qztFor every meter long of weight (kN/m) of king-tower,
H ztFor main tower top face to the vertical height (m) between bridge floor,
Δ M is unloading moment of flexure (kNm), and the moment of flexure to the unloading of T structure centerline T structures girder is needed when specially reinforcing
Value.
The construction method of above-mentioned T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction, comprises the following steps：
Step 1：To setting the web at column foot crossbeam to set up template, colligation column foot crossbeam after carrying out surface dabbing, bar planting
Reinforcing bar, duct then is opened up on two webs respectively, plastic film capicitor is arranged in the bottom of column foot crossbeam through duct, then
Column foot crossbeam is formed using concreting, after 5~10 days, deformed bar is worn in plastic film capicitor, by prestress steel
It is anchored in after muscle tensioning on web；
Step 2：Template, colligation steel are set up after carrying out surface dabbing, bar planting to the upper surface for setting the top plate at king-tower
Muscle, king-tower is then formed using concreting；Rope hole a is reserved in king-tower simultaneously；
Step 3：Surface dabbing is carried out to the web for setting anchoring Liang Chu, template is set up after bar planting, assembling reinforcement, then
Casting concrete forms anchoring beam, and rope hole b is opened up in beam is anchored and at corresponding top plate；
Step 4：Corresponding through rope hole a and rope hole b, the stretching force F being then calculated as follows out by suspension cablepOpened
Draw：
In formula：
L is T structure jib-lengths (m),
Δ M is unloading moment of flexure (kNm), and the moment of flexure to the unloading of T structure centerline T structures girder is needed when specially reinforcing
Value；
It is anchored in after inclined guy cable stretching on king-tower and anchoring beam, terminates construction.
The beneficial effects of the utility model are：
1st, T-shaped rigid frame bridge is reinforced using the utility model, then only needed at an independent bridge pier king-tower and
Supporting suspension cable, and be not required to construct under bridge, quantities significantly reduces, and good economy performance, difficulty of construction is small, short construction period.
The 2nd, column foot crossbeam is set between the T-shaped web of rigid frame bridge two, configure deformed bar in column foot crossbeam, can effectively protect
Card column foot crossbeam has good intensity and cracking resistance, and reliable basis is provided for king-tower.
3rd, anchoring beam is arranged between the T-shaped web of rigid frame bridge two, and construction measure is provided for the anchoring of suspension cable, and existing
The bracket of technology is compared, and anchoring beam structure is small, and overcoming conventional bracket huge structure (need to be arranged in beam bottom, and its length needs greatly
In the width of bridge, the width of general bridge has more than 10 meters, or even more than 20 meters), expend that material is more, less economical and excessive bracket
Deadweight brought to suspension cable and bear big technological deficiency.
4th, the rope hole a in anchoring beam and king-tower, and the stretching force limited according to calculation formula are laid according to the position of restriction
Tensioning is carried out to every skew cables, the moment that can unload T structure centerline T structures girder reaches unloading moment of flexure Δ M just；Often
Skew cables use identical stretching force FpProgress tensioning, convenient construction, the type selecting of suspension cable are also very convenient；Set in reinforcing
After meter draws unloading moment of flexure Δ M, according to the utility model calculation formula, stretching force F can be quickly calculatedp。
5th, the rope hole a in anchoring beam and king-tower is laid according to the position of restriction, and according to stretching force calculation formula to every
Suspension cable carries out tensioning, while king-tower is tilted towards end bay direction, and angle of inclination is tried to achieve by the calculation formula of restriction, can make master
Tower deadweight horizontal component moment of flexure caused by king-tower bottom just the horizontal component with each skew cables stretching force at king-tower bottom
Moment of flexure sum balances each other caused by portion, king-tower is in good stress.
6th, the utility model provides complete set, arrangement and method for construction effectively, unique for the reinforcing of T-shaped rigid frame bridge, can be real
Now to the unloading of T structure centerline T structure girder moments of flexure, reach the purpose for reinforcing T-shaped rigid frame bridge.
Brief description of the drawings
Fig. 1 is the elevation that the T-shaped rigid frame bridge of the utility model carries on the back tower oblique pull ruggedized construction embodiment, and wherein ZXX represents T structures
Center line, ZK represent that mid-span direction, BK represent end bay direction；
Fig. 2 is the sectional view of A-A in Fig. 1；
In figure：1-T-shaped rigid frame bridge, 2-column foot crossbeam, 3-web, 4-plastic film capicitor, 5-deformed bar, 6-
King-tower, 7-rope hole a, 8-anchoring beam, 9-suspension cable, 10-bridge pier, 11-T structures girder, 12-rope hole b, 13-top plate.
Embodiment
The utility model is described further below in conjunction with drawings and examples.
With reference to Fig. 1, the bridge of the T-shaped rigid frame bridge 1 of the present embodiment is combined as (80+150+80) m, T structure jib-length L=60m,
The top of T structures girder 11 above anterior bridge pier 10 and rear portion bridge pier (not shown) occurs because bending bearing capacity deficiency is drawn
The crack risen, the Breadth Maximum in crack is 0.36mm.Reinforced using the utility model, needed to T structure center lines during reinforcing
The moment for locating the unloading of T structures girder is 60700kNm, that is, unloads moment of flexure Δ M=60700kNm.
With reference to Fig. 1 and Fig. 2, (Fig. 1 only provides adding for corresponding anterior bridge pier to the back of the body tower oblique pull ruggedized construction of the T-shaped rigid frame bridge
Fixing structure, the ruggedized construction of corresponding rear portion bridge pier is same, not shown) be：Above the bridge pier 10 of T-shaped rigid frame bridge 1, T structures
It is provided with column foot crossbeam 2 between two webs 3 of the lower section of top plate 13 of girder 11, column foot crossbeam is along bridge to long 6m, the wide 10m of direction across bridge
(being equal to the clear distance between two webs 3), high 3m；Plastic ripple of 5 both ends through the Φ 90mm of web is arranged at column foot crossbeam bottom
Pipe 4, there are 14 by Φ in per pass plastic film capicitors15.20-1x7 the deformed bar 5 that steel strand is formed, deformed bar
Both ends tensioning after be anchored on web；The upper surface of top plate at corresponding column foot crossbeam sets oriented end bay direction inclined
King-tower 6, king-tower is along bridge to length is 3m, direction across bridge width is 2m, king-tower top surface to the vertical height H between bridge floorzt=40m, is adopted
With C50 concrete, (its unit weight presses 25kN/m3Calculate) pour, then the long weight q of every meter of king-towerzt=25 × 3 × 2=150kN/m,
There is spaced four Φ 273mm ropes hole a7 up and down in king-tower；The mid-span direction of king-tower, along bridge to being arranged at intervals at two
Four between web anchoring beams 8, anchoring beam is along bridge to long 4m, the wide 10m of direction across bridge (being equal to the clear distance between two webs), high
1m, anchoring beam neutralize the rope hole b12 for having Φ 273mm in its corresponding top plate, anchored after having tensioning between rope hole a and rope hole b
250A-22 types suspension cable 9 on king-tower and anchoring beam.
The angle theta of king-tower and horizontal direction is：
Four rope hole a in king-tower are respectively from bottom to top 20m, 25m, 30m, 35m with the distance of bridge floor.
Four anchoring distances of the beam away from T structure center lines are respectively 20m, 30m, 40m, 50m.
The construction of the present embodiment back of the body tower oblique pull ruggedized construction is carried out according to the following steps：
Step 1：The size set to setting the web at column foot crossbeam to carry out after surface dabbing, bar planting by column foot crossbeam
Template, assembling reinforcement are set up, 5 spaced 40cm, diameter 94mm are respectively opened up on two webs, apart from column foot crossbeam bottom
50cm duct, the both ends of Φ 90mm plastic film capicitors are placed in the bottom of column foot crossbeam through duct respectively, then using C50
Concreting forms column foot crossbeam, and after 7 days, deformed bar is worn in plastic film capicitor, will be anchored at abdomen after its tensioning
On plate.
Step 2：The size for the upper surface for setting the top plate at king-tower set by king-tower after surface dabbing, bar planting
Template, assembling reinforcement are set up, king-tower is then formed using C50 concretings；Simultaneously in king-tower by setting position and set
Fixed size reserves 4 rope hole a.
Step 3：Set up after surface dabbing, bar planting are carried out to the web for setting anchoring Liang Chu by the size of anchoring beam setting
Template, assembling reinforcement, then pour C50 concrete and form an anchoring beam；By the chi of setting in beam is anchored and at corresponding top plate
It is very little to open up rope hole b；
Step 4：Tensioning, stretching force are carried out after suspension cable is corresponded to through rope hole a and rope hole bSuspension cable is anchored on king-tower and anchoring beam after the completion of tensioning, applied
Work terminates.
Claims (1)
- A kind of 1. T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction, it is characterised in that：Above the bridge pier (10) of T-shaped rigid frame bridge (1), T Column foot crossbeam (2) is provided between two webs (3) below the top plate (13) of structure girder (11), column foot crossbeam bottom there are both ends to wear The plastic film capicitor (4) of web is crossed, has deformed bar (5) in plastic film capicitor, is anchored after the both ends tensioning of deformed bar On web；The upper surface of top plate at corresponding column foot crossbeam is provided with to the inclined king-tower in end bay direction (6), have in king-tower on Under spaced four rope holes a (7), four rope hole a are respectively from bottom to top L/3,5L/12, L/2,7L/ with the distance of bridge floor 12, wherein L are T structure jib-lengths；The mid-span direction of king-tower, along bridge to there is four anchorings being arranged at intervals between two webs Beam (8), the distance of four anchoring beams and T structure center lines is respectively L/3, L/2,2L/3,5L/6, and wherein L is T structure jib-lengths； There is rope hole b (12) respectively in four anchoring beams and its corresponding top plate, after having tensioning between the corresponding rope hole b of rope hole a It is anchored in king-tower and anchors the suspension cable (9) on beam；The angle theta to the inclined king-tower in end bay direction and horizontal direction is calculated as follows：<mrow> <mi>&theta;</mi> <mo>=</mo> <mi>arccos</mi> <mo>&lsqb;</mo> <msqrt> <mrow> <msup> <mrow> <mo>(</mo> <mfrac> <mrow> <msub> <mi>q</mi> <mrow> <mi>z</mi> <mi>t</mi> </mrow> </msub> <msup> <msub> <mi>H</mi> <mrow> <mi>z</mi> <mi>t</mi> </mrow> </msub> <mn>2</mn> </msup> </mrow> <mrow> <mn>4</mn> <mi>&Delta;</mi> <mi>M</mi> </mrow> </mfrac> <mo>)</mo> </mrow> <mn>2</mn> </msup> <mo>+</mo> <mn>1</mn> </mrow> </msqrt> <mo>-</mo> <mfrac> <mrow> <msub> <mi>q</mi> <mrow> <mi>z</mi> <mi>t</mi> </mrow> </msub> <msup> <msub> <mi>H</mi> <mrow> <mi>z</mi> <mi>t</mi> </mrow> </msub> <mn>2</mn> </msup> </mrow> <mrow> <mn>4</mn> <mi>&Delta;</mi> <mi>M</mi> </mrow> </mfrac> <mo>&rsqb;</mo> <mo>&CenterDot;</mo> <mfrac> <mn>180</mn> <mi>&pi;</mi> </mfrac> </mrow>In formula：qztFor every meter long of weight of king-tower,HztFor main tower top face to the vertical height between bridge floor,Δ M is unloading moment of flexure.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720686730.0U CN206800227U (en) | 2017-06-14 | 2017-06-14 | A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction |
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| CN201720686730.0U CN206800227U (en) | 2017-06-14 | 2017-06-14 | A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107119582A (en) * | 2017-06-14 | 2017-09-01 | 沈阳建筑大学 | A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction and its construction method |
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2017
- 2017-06-14 CN CN201720686730.0U patent/CN206800227U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107119582A (en) * | 2017-06-14 | 2017-09-01 | 沈阳建筑大学 | A kind of T-shaped rigid frame bridge back of the body tower oblique pull ruggedized construction and its construction method |
| CN107119582B (en) * | 2017-06-14 | 2023-01-10 | 沈阳建筑大学 | T-shaped rigid frame bridge back tower cable-stayed reinforcing structure and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20171226 Effective date of abandoning: 20230110 |
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| AV01 | Patent right actively abandoned |
Granted publication date: 20171226 Effective date of abandoning: 20230110 |