CN101230561A - Single upright column bridge abutment correcting method - Google Patents
Single upright column bridge abutment correcting method Download PDFInfo
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- CN101230561A CN101230561A CNA2008100595952A CN200810059595A CN101230561A CN 101230561 A CN101230561 A CN 101230561A CN A2008100595952 A CNA2008100595952 A CN A2008100595952A CN 200810059595 A CN200810059595 A CN 200810059595A CN 101230561 A CN101230561 A CN 101230561A
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- bridge
- pier
- upright column
- single upright
- jack
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Abstract
The invention discloses a method for correcting the deviation of a pier with a single upright post, and the method comprises the following steps: (1) a bracket is installed at the bottom of the bridge at the dorsal surface along the moving direction of the pier; (2) the bracket is provided with a jack; (3) the jack is used for pushing against the pier horizontally, and the load is applied slowly, so as to lead the perpendicularity of a foot stall to be unloaded in the scope which is permitted by the provision. The invention has the advantages that: the deviation of a pier top is corrected, thereby guaranteeing the normal use of the bridge construction, eliminating the potential safety hazard of the bridge and prolonging the service life of the bridge; the construction is simple, and the operation is convenient. The invention is safe and reliable, and has low cost and short construction period.
Description
Technical field
When the present invention relates to bridge pier pier top displacement higher in a kind of bridge it is rectified a deviation, especially only stub pier top displacement is rectified a deviation above the standard allowable variation.
Background technology
Along with overhead road of city, the grade separation bridge is increasing, the height of many viaducts overpass bridge reaches tens meters and even higher, needing higher pier stud is complementary, and the pier stud of overhead road of city grade separation is owing to will consider traffic above-ground, greening, pipeline and factors such as attractive in appearance, therefore the general design in bridge pier cross section is less, and much be only stub, though this class bridge pier profile is lightly attractive in appearance, but ought highly reach more than the certain value (15m), because the pier stud lateral stiffness is less relatively, in abnormal use, there is hidden danger of quality in the construction, it is inconsiderate that design is considered, bridge pier ambient conditions variation etc. may cause pier stud top displacement deviation excessive, influence the normal use of structure, therefore need rectify a deviation it.
Summary of the invention
The objective of the invention is to overcome deficiency of the prior art, a kind of method of single upright column bridge abutment correcting is provided.
In order to solve the problems of the technologies described above, the present invention is achieved by the following technical solutions:
The method of a kind of single upright column bridge abutment correcting of the present invention may further comprise the steps:
(1) needs the bridge bottom mounting bracket of the dorsal surface of moving direction at bridge pier;
(2) jack is installed on support;
(3) with the horizontal pushing tow bridge pier of jack, slowly load application makes the back off-load in the regulation allowed band of pier stud verticality.
The used jacking force calculating formula of described pushing tow is: P=3EI* Δ/L3, according to the slow successively load application of the jacking force branch level Four of calculating (being P/4), wherein:
The jacking force (N) that the P---correction is required
The modulus of elasticity of E---bridge pier structure (Pa)
Second moment of area (the m of I---bridge pier structure
4)
The departure of the required correction of Δ-bridge pier (m)
The height of L---bridge pier structure (m)
The support of described step (1) be fixed on the bridge bottom directly over the bridge pier or other fixtures of fixing with the bottom on.
Described support fixedly anchor ear is lived the steel plate on the bridge of being fixed between bridge and the bridge pier.
Described jack is ultrathin hydraulic jack.
During described pushing tow, jacking force acts on the top of bridge pier pier stud.
Described support has adopted L type angle bar frame.
Described support comprises base, and two suspension arms are arranged on the base, is connected with the frame basket on the suspension arm, the frame basket be fixed in the bridge bottom directly over the bridge pier or other fixtures of fixing with the bottom on; Jack is installed on the base, has fixed mount to fix jack on the base; There is brace to fix between base and the frame basket.
The height of described support is 40～100cm, and bracket base leaves bridge pier pier stud 3～10cm.
The frame basket of described support is a rectangle, and 3 hanging holes are arranged on its each limit, and the bridge bottom has corresponding boring position to match with it.
Usefulness of the present invention is: the deviation to Dun Ding is corrected, and guarantees the normal use of bridge construction, has eliminated bridge security hidden danger, has prolonged the application life of bridge; Construct simple, easy to operate, safe and reliable, expense is low, the duration is short.
Description of drawings
Fig. 1 is the schematic diagram of embodiments of the invention.
Fig. 2 is the vertical view of Fig. 1 medium-height trestle and bridge pier.
Fig. 3 is the right view of Fig. 1 medium-height trestle.
The specific embodiment
Below in conjunction with embodiment technical scheme of the present invention is described:
Embodiment 1:
As Fig. 1, Fig. 2, shown in Figure 3,8 holes are vertically bored with Churn drill in the bottom of the bridge 1 on the dorsal surface of inclination bridge pier (pier stud) 2 need moving directions, be compatible with support, the aperture is 20mm, hole depth is 90mm, squeezes into the reinforcing bar of 8 M20 * 150, mounting bracket 3, support is fixed in outside this 8 hole, and fixedly anchor ear is lived the steel plate on the bridge of being fixed between bridge and the bridge pier simultaneously.
L type angle bar frame is all adopted in the vertical junction of support 3, support comprises base 31, two suspension arms 32 are vertically arranged on the two ends on one side of base 31, vertical fixing has rectangle frame basket 33 on the suspension arm 32, three hanging holes 34 are arranged on each limit of frame basket 33, and bridge 1 bottom has corresponding boring position octal to match with it; Frame basket 33 and the homonymy of base 31 at face that suspension arm 32 is formed; Jack 4 is installed on the base 31, has fixed mount 35 to clamp jack 4 on the base 31, jack 4 is not moved when work; There is brace 36 to fix between base 31 and the frame basket 33, further fixes linking to each other of base 31 and frame basket 33.The suspension arm 32 high 60cm of support 3, base 31 long (promptly between two suspension arms wide) are pier stud 2 wide 20cm, frame basket 33 long 90cm, the base 31 wide 10cm of adding, and bracket base 31 leaves bridge pier pier stud 5cm.
The installation work tonnage is 20 tons a ultrathin hydraulic jack 4 on support 3 bases, connects high-pressure oil pump then and starts jack 4, and pier stud is carried out transverse horizontal classification pushing tow.
The used jacking force calculating formula of pushing tow is: P=3EI* Δ/L3, according to the slow successively load application of the jacking force branch level Four of calculating (being P/4), wherein:
The jacking force (N) that the P---correction is required
The modulus of elasticity of E---bridge pier structure (Pa)
Second moment of area (the m of I---bridge pier structure
4)
The departure of the required correction of Δ-bridge pier (m)
The height of L---bridge pier structure (m)
Above parameter metering method is all used usual manner.
As a cross section is that 1.3m * 1.5m highly is the bridge pier of 17m, and its strength grade of concrete is C40, and straight and 1.3m direction one side has the displacement of 5cm in the pier roof pendant, then its
E＝3.3E10Pa，I＝1.5×1.33/12＝0.216m
4，Δ＝0.05m，L＝17m
P＝3EI*Δ/L3
＝3×3.3E10X0.216X0.05/173
=217600 (N)=217KN (21.7 tons)
Therefore maximum jacking force may be thought of as 200KN, and classification load application then is if offset deviation obtains correcting then shut-down operation.
Measurement instrument adopts general 3m tape measure, and minimum precision reaches mm and gets final product; Jacking force is to make pier location reach the required power that applies of standard, calculates according to above formula.Branch level Four pushing tow is meant maximum jacking force and obtains four other power of level divided by 4, is 200KN (20 tons) as the power of pushing tow as calculated, be 50KN for the first time then, and be 100KN the second time, is 150KN for the third time, and the 4th time is 200KN.From the 50KN of minimum, strengthen step by step then earlier, structural safety is guaranteed in the shut-down operation if deviation obtains correcting otherwise up to 200KN, do to make bridge pier structure slowly evenly stressed like this.
Jacking force has acted on the top of pier stud, and the displacement of pushing tow calculates with the stroke of jack, with the pier stud verticality as the control index.The correction operating process adopts jacking force and pier top shift value to carry out two-way control.Jacking force reaches calculated value or offset deviation obtains holding lotus 4 hours after the correction, measure the jack stroke, and the verticality of measurement pier stud, if the pier stud verticality is in the regulation allowed band then can off-load, simultaneously also will be about one week of deviation periodic observation, in order to avoid the displacement of pier stud top cross repeatedly to the pier stud lateral displacement.
Jack can be selected the ultrathin hydraulic jack in Taizhou, Jiangsu for use.
At last, it is also to be noted that what more than enumerate only is specific embodiments of the invention.Obviously, the invention is not restricted to above examples of implementation, many distortion can also be arranged.All distortion that those of ordinary skill in the art can directly derive or associate from content disclosed by the invention all should be thought protection scope of the present invention.
Claims (11)
1. the method for a single upright column bridge abutment correcting, its feature may further comprise the steps:
(1) needs the bridge bottom mounting bracket of the dorsal surface of moving direction at bridge pier;
(2) jack is installed on support;
(3) with the horizontal pushing tow bridge pier of jack, slowly load application makes the back off-load in the regulation allowed band of pier stud verticality.
2. the method for single upright column bridge abutment correcting according to claim 1, it is characterized in that: the used jacking force calculating formula of described pushing tow is: P=3EI* Δ/L3, divide level Four slow load application successively according to the jacking force of calculating, wherein:
The jacking force (N) that the P---correction is required
The modulus of elasticity of E---bridge pier structure (Pa)
Second moment of area (the m of I---bridge pier structure
4)
The departure of the required correction of Δ-bridge pier (m)
The height of L---bridge pier structure (m).
3. the method for single upright column bridge abutment correcting according to claim 1 is characterized in that: the support of described step (1) be fixed on the bridge bottom directly over the bridge pier or other fixtures of fixing with the bottom on.
4. the method for single upright column bridge abutment correcting according to claim 3 is characterized in that: support fixedly anchor ear is lived the steel plate on the bridge of being fixed between bridge and the bridge pier.
5. the method for single upright column bridge abutment correcting according to claim 1, it is characterized in that: described jack is ultrathin hydraulic jack.
6. the method for single upright column bridge abutment correcting according to claim 1, it is characterized in that: during pushing tow, jacking force acts on the top of bridge pier pier stud.
7. the method for single upright column bridge abutment correcting according to claim 1, it is characterized in that: described support has adopted L type angle bar frame.
8. according to the method for claim 1 or 3 or 7 described single upright column bridge abutment correctings, it is characterized in that: described support comprises base, two suspension arms are arranged on the base, are connected with the frame basket on the suspension arm, the frame basket be fixed in the bridge bottom directly over the bridge pier or other fixtures of fixing with the bottom on; Jack is installed on the base, has fixed mount to fix jack on the base; There is brace to fix between base and the frame basket.
9. the method for single upright column bridge abutment correcting according to claim 8, it is characterized in that: the height of described support is 40～100cm, bracket base leaves bridge pier pier stud 3～10cm.
10. the method for single upright column bridge abutment correcting according to claim 1, it is characterized in that: the frame basket of described support is a rectangle, and 3 hanging holes are arranged on its each limit, the bridge bottom has corresponding boring to match with it.
11. the method for single upright column bridge abutment correcting according to claim 1 is characterized in that: the correction operating process is carried out two-way control with jacking force and pier top shift value, and jacking force reaches calculated value or offset deviation obtains getting final product after the correction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100595952A CN101230561B (en) | 2008-02-04 | 2008-02-04 | Single upright column bridge abutment correcting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100595952A CN101230561B (en) | 2008-02-04 | 2008-02-04 | Single upright column bridge abutment correcting method |
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| Publication Number | Publication Date |
|---|---|
| CN101230561A true CN101230561A (en) | 2008-07-30 |
| CN101230561B CN101230561B (en) | 2010-09-08 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2008100595952A Expired - Fee Related CN101230561B (en) | 2008-02-04 | 2008-02-04 | Single upright column bridge abutment correcting method |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102102343A (en) * | 2010-12-17 | 2011-06-22 | 杭州市市政工程集团有限公司 | Method for correcting torsion of continuous box girder curved bridge |
| CN102277837A (en) * | 2011-05-10 | 2011-12-14 | 吴江市明港道桥工程有限公司 | Pushing device for constructing swivel bridge |
| CN103174096A (en) * | 2013-04-10 | 2013-06-26 | 中国十九冶集团有限公司 | Hanging connection adjustment method for inner die and outer die of bridge anti-collision fence and hanging frame |
| CN103821090A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for inclined bridge pier |
| CN103821091A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for longitudinal deviation of beam bodies of beam bridge |
| CN103821092A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for transverse deviation of beam bodies of beam bridge |
| CN106758768A (en) * | 2016-11-30 | 2017-05-31 | 长江师范学院 | A kind of bent cap formula bridge anti-deviation device and its Anti-deviation method |
| CN112575696A (en) * | 2020-12-16 | 2021-03-30 | 无锡市政设计研究院有限公司 | Anti-overturning reinforcing structure applied to single-column pier bridge and installation method |
| CN114855654A (en) * | 2022-06-27 | 2022-08-05 | 四川路桥桥梁工程有限责任公司 | Stable inclined pier construction method without interrupting traffic operation |
-
2008
- 2008-02-04 CN CN2008100595952A patent/CN101230561B/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102102343A (en) * | 2010-12-17 | 2011-06-22 | 杭州市市政工程集团有限公司 | Method for correcting torsion of continuous box girder curved bridge |
| CN102277837A (en) * | 2011-05-10 | 2011-12-14 | 吴江市明港道桥工程有限公司 | Pushing device for constructing swivel bridge |
| CN103174096A (en) * | 2013-04-10 | 2013-06-26 | 中国十九冶集团有限公司 | Hanging connection adjustment method for inner die and outer die of bridge anti-collision fence and hanging frame |
| CN103821090A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for inclined bridge pier |
| CN103821091A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for longitudinal deviation of beam bodies of beam bridge |
| CN103821092A (en) * | 2014-02-27 | 2014-05-28 | 武汉中交试验检测加固工程有限责任公司 | Deviation correcting and resetting method for transverse deviation of beam bodies of beam bridge |
| CN103821092B (en) * | 2014-02-27 | 2015-12-09 | 武汉中交试验检测加固工程有限责任公司 | Replacing and rectificating method after the horizontal off normal of beam bridge |
| CN103821091B (en) * | 2014-02-27 | 2015-12-30 | 武汉中交试验检测加固工程有限责任公司 | Replacing and rectificating method after the longitudinal off normal of beam bridge |
| CN103821090B (en) * | 2014-02-27 | 2015-12-30 | 武汉中交试验检测加固工程有限责任公司 | Replacing and rectificating method after pier slope |
| CN106758768A (en) * | 2016-11-30 | 2017-05-31 | 长江师范学院 | A kind of bent cap formula bridge anti-deviation device and its Anti-deviation method |
| CN106758768B (en) * | 2016-11-30 | 2018-10-09 | 长江师范学院 | A kind of bent cap formula bridge anti-deviation device and its Anti-deviation method |
| CN112575696A (en) * | 2020-12-16 | 2021-03-30 | 无锡市政设计研究院有限公司 | Anti-overturning reinforcing structure applied to single-column pier bridge and installation method |
| CN114855654A (en) * | 2022-06-27 | 2022-08-05 | 四川路桥桥梁工程有限责任公司 | Stable inclined pier construction method without interrupting traffic operation |
| CN114855654B (en) * | 2022-06-27 | 2024-02-23 | 四川路桥桥梁工程有限责任公司 | Stable inclined pier construction method without interrupting traffic operation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101230561B (en) | 2010-09-08 |
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