CN102392402A - Road and bridge transition section grouting construction method used during jacking construction - Google Patents
Road and bridge transition section grouting construction method used during jacking construction Download PDFInfo
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- CN102392402A CN102392402A CN2011103560247A CN201110356024A CN102392402A CN 102392402 A CN102392402 A CN 102392402A CN 2011103560247 A CN2011103560247 A CN 2011103560247A CN 201110356024 A CN201110356024 A CN 201110356024A CN 102392402 A CN102392402 A CN 102392402A
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Abstract
The invention relates to a road and bridge transition section grouting construction method used during jacking construction. According to the method, with a drilling pipe, a plurality rows of scallop grouting holes are drilled from railway shoulders on two sides of a road and bridge transition section towards the lower part of the railway with an inclined downward scallop manner; when one hole is produced, the drilling pipe is fetched, a shock tunnel is inserted into the hole, and grouting fluid is injected; when the grouting fluid level is 2 meters far from the ground, grouting is stopped, a grouting port is sealed, and the next hole is proceeded; an included angle range of the grouting scallop area relative to a subgrade plane is 15-75 DEG, and an adjustment range of adjacent two grouting holes 5 is 5 DEG. With the road and bridge transition section grouting construction method provided by the invention, road and bridge transition sections can be strengthened without breaking normal railway operation; the work space is small; the operation is convenient; and subsidence deformation of the road and bridge transition sections can be effectively controlled, such that uneven subsidence between the road and bridge transition sections and mass boxes can be prevented. Therefore, the method is beneficial for traffic security and personal security of a railway, and provides substantial economic benefits.
Description
Technical field
The invention belongs to the traffic technique field, particularly relate to road-bridge transition section grouting construction method in a kind of jacking construction.
Background technology
Along with the develop rapidly of national economy, existing means of transportation need be transformed gradually.When the old frame bridge that is positioned under the existing railway can't satisfy the requirement of traffic, or need under existing railway, build one during, just need the new frame bridge be arranged on below the rail of railway and highway intersection with its highway that intersects.Frame bridge mainly is made up of ancillary facilities such as large-size box and base plate, wing plates.The method that large-size box is set under existing railway at present mainly is to adopt jacking; It is at the large-size box rear side of treating jacking many jack to be set by operating personnel; Between the rear end face of large-size box and jack, place many top iron then, excavate one section foundation soil in the front of large-size box simultaneously, utilize the top power of jack that large-size box is moved forward along the jacking direction afterwards; And then excavate one section foundation soil in the front of large-size box; Length with top iron extends simultaneously, so repeatedly, and until large-size box being moved to the rail below of treating laying place.But; There is following point in the large-size box jacking method of this prior art: because the volume and weight of large-size box is all very big; Therefore before jacking construction; Usually need carry out consolidation process, preventing producing sedimentation during the large-size box railway operation afterwards, thereby influence traffic safety the ground that pre-sets the large-size box place.But; As shown in Figure 1, because the road-bridge transition section 2 former roadbed when jacking construction that is positioned at large-size box 1 both sides has been destroyed or disturbance, receives the influence of railway 3 transportations after jacking is accomplished again and be difficult for handling; Therefore during the railway operation after jacking construction is accomplished; Will produce differential settlement between road-bridge transition section 2 and the large-size box 1, will cause " jumping car " phenomenon of train like this, when serious even entail dangers to railway operation safety or even personal safety.
Summary of the invention
In order to address the above problem, the object of the present invention is to provide road-bridge transition section grouting construction method in a kind of jacking construction with stable road bed effect.
In order to achieve the above object; The road-bridge transition section grouting construction method is to adopt oblique fan-shaped down mode to utilize drilling rod to drill through the fan-shaped injected hole of many rows to the below of railway from the railway shoulder that is positioned at the road-bridge transition section both sides in the jacking construction provided by the invention; Whenever drill through behind the hole drilling rod is taken out, insert grouting tube then and inject injection slurry, slip casting is to stop slip casting and shutoff grouting port during 2 meters apart from ground; Move to next position, hole afterwards; The angular range of slip casting sector region is angle 15-75 ° apart from the roadbed plane, and the adjusting range of adjacent two injected holes 5 is 5 °, and the slip casting degree of depth can need to regulate with construction.
Distance between the fan-shaped injected hole of described adjacent two rows is a 0.8-4 rice, and the distance between the fan-shaped injected hole of every row 5 upper ends is a 0.4-1.0 rice.
Described injection slurry is formed by silicate cement mud and the water glass mixed with 1: 1, and wherein the water/binder ratio of silicate cement mud is 1: 1.
Described grouting pressure value is between 0.6～1.0Mpa.
In the jacking construction provided by the invention the road-bridge transition section grouting construction method can be under the situation that does not influence the normal operation of railway (train speed must not be higher than 120km/h) road-bridge transition section is reinforced; Play the closely knit road-bridge transition section soil body; Increase road-bridge transition section soil body rigidity and stable road bed effect, not only the scope of operation is little, and is easy to operate; And can control the sedimentation and deformation of road-bridge transition section effectively; Thereby prevent the differential settlement between road-bridge transition section and the large-size box, therefore help the traffic safety and the personal safety of railway, economic benefit is obvious.
Description of drawings
Fig. 1 is existing railway and frame bridge intersection structure vertical view.
Fig. 2 is a road-bridge transition section grouting construction method work progress sketch map in the jacking construction provided by the invention.
The specific embodiment
Below in conjunction with accompanying drawing and instantiation road-bridge transition section grouting construction method in the jacking construction provided by the invention is elaborated.
Like Fig. 2 and shown in Figure 1; The road-bridge transition section grouting construction method is to adopt oblique fan-shaped down mode to utilize drilling rod to drill through the fan-shaped injected hole 5 of many rows to the below of railway 3 from the railway shoulder 4 that is positioned at road-bridge transition section 2 both sides in the jacking construction provided by the invention; Whenever drill through behind the hole drilling rod is taken out, insert grouting tube then and inject injection slurry, slip casting is to stop slip casting and shutoff grouting port during 2 meters apart from ground; Move to next position, hole afterwards; The angular range of slip casting sector region is angle 15-75 ° apart from the roadbed plane, and the adjusting range of adjacent two injected holes 5 is 5 °, and the slip casting degree of depth can be regulated according to actual needs.
Distance between the fan-shaped injected hole 5 of described adjacent two rows is a 0.8-4 rice, and the distance between the fan-shaped injected hole of every row 5 upper ends is a 0.4-1.0 rice.
Described injection slurry is formed by silicate cement mud and the water glass mixed with 1: 1, and wherein the water/binder ratio of silicate cement mud is 1: 1.
Described grouting pressure value is between 0.6～1.0Mpa.
Wear Beijing-Shanghai main track under certain frame bridge, be 8m+12.5m+12.5m+8m four hole frame constructions, pontic overall height 8.3m, overall with 45.5m; Roadbed top overall width 15m, each wide 5m of both sides curb, road-bridge transition section 2 grouting and reinforcing scopes are each 10m apart from large-size box 1 both sides, adopt this job practices to carry out the reinforcing of road-bridge transition section 2; Only just all accomplished with 3 day duration, construction is under the condition of train speed limit 120km/h, to carry out, and construction period, does not influence traffic safety; Any dangerous situation do not occur, the circuit bump height has been controlled in the 10mm, and construction the differential settlement phenomenon do not occur after accomplishing; Circuit is smooth-going, has fully proved the feasibility of this job practices, simultaneously; Accumulated the proportioning situation of a large amount of on-the-spot record data, especially slurry material in the work progress, for construction of the same type has from now on accumulated valuable construction experience.
Claims (4)
1. road-bridge transition section grouting construction method in the jacking construction; It is characterized in that: the road-bridge transition section grouting construction method is to adopt oblique fan-shaped down mode to utilize drilling rod to drill through many row's fan-shaped injected holes (5) to the below of railway (3) from the railway shoulder (4) that is positioned at road-bridge transition section (2) both sides in the described jacking construction; Whenever after drilling through a hole drilling rod is taken out; Insert grouting tube then and inject injection slurry, slip casting moves to next position, hole afterwards to stopping slip casting and shutoff grouting port apart from ground during 2 meters; The angular range of slip casting sector region is angle 15-75 ° apart from the roadbed plane, and the adjusting range of adjacent two injected holes (5) is 5 °.
2. road-bridge transition section grouting construction method in the jacking construction according to claim 1 is characterized in that: the distance between the described adjacent two fan-shaped injected holes of row (5) is a 0.8-4 rice, and the distance between the fan-shaped injected hole of every row (5) upper end is a 0.4-1.0 rice.
3. road-bridge transition section grouting construction method in the jacking construction according to claim 1 is characterized in that: described injection slurry is formed by silicate cement mud and the water glass mixed with 1: 1, and wherein the water/binder ratio of silicate cement mud is 1: 1.
4. road-bridge transition section grouting construction method in the jacking construction according to claim 1 is characterized in that: described grouting pressure value is between 0.6～1.0Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2011103560247A CN102392402A (en) | 2011-11-11 | 2011-11-11 | Road and bridge transition section grouting construction method used during jacking construction |
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| CN2011103560247A CN102392402A (en) | 2011-11-11 | 2011-11-11 | Road and bridge transition section grouting construction method used during jacking construction |
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| CN102392402A true CN102392402A (en) | 2012-03-28 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995551A (en) * | 2012-11-21 | 2013-03-27 | 北京航空航天大学 | Method for adjusting bridge floor-road surface differential settlement at road-bridge joint of in-service highway |
| CN103741568A (en) * | 2013-12-25 | 2014-04-23 | 广西科技大学 | High-fill settling subgrade grouting process |
| CN104047213A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Pavement repairing method capable of resolving settlement velocity difference between hard soil and soft soil |
| CN104047237A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Pavement restoration method |
| CN104452502A (en) * | 2014-12-15 | 2015-03-25 | 中铁第四勘察设计院集团有限公司 | Construction method for renovating horizontal deformation hazards of terminal spines of ballastless tracks |
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| CN102127890A (en) * | 2011-03-31 | 2011-07-20 | 湖南恒盾岩土工程注浆科技有限公司 | Reinforcing construction method of existing railway subgrade |
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| JPH0518120A (en) * | 1991-07-09 | 1993-01-26 | Central Japan Railway Co | Repairing method for concrete skeleton |
| JP2000087356A (en) * | 1998-09-10 | 2000-03-28 | Sekisui Chem Co Ltd | Stabilizing method for soil structure on soft ground |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102995551A (en) * | 2012-11-21 | 2013-03-27 | 北京航空航天大学 | Method for adjusting bridge floor-road surface differential settlement at road-bridge joint of in-service highway |
| CN103741568A (en) * | 2013-12-25 | 2014-04-23 | 广西科技大学 | High-fill settling subgrade grouting process |
| CN104047213A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Pavement repairing method capable of resolving settlement velocity difference between hard soil and soft soil |
| CN104047237A (en) * | 2014-05-26 | 2014-09-17 | 江苏鼎泰工程材料有限公司 | Pavement restoration method |
| CN104047237B (en) * | 2014-05-26 | 2016-04-20 | 江苏鼎泰工程材料有限公司 | A kind of method for repairing road surface |
| CN104047213B (en) * | 2014-05-26 | 2016-05-25 | 江苏鼎泰工程材料有限公司 | A kind of method for repairing road surface that can solve hard stratum and Soft Soil Layer sinking speed difference |
| CN104452502A (en) * | 2014-12-15 | 2015-03-25 | 中铁第四勘察设计院集团有限公司 | Construction method for renovating horizontal deformation hazards of terminal spines of ballastless tracks |
| CN104452502B (en) * | 2014-12-15 | 2016-06-29 | 中铁第四勘察设计院集团有限公司 | The construction method of regulation non-fragment orbit terminal spine horizontal distortion disease |
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Application publication date: 20120328 |