CN111691899A - Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting - Google Patents
Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting Download PDFInfo
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- CN111691899A CN111691899A CN202010486827.3A CN202010486827A CN111691899A CN 111691899 A CN111691899 A CN 111691899A CN 202010486827 A CN202010486827 A CN 202010486827A CN 111691899 A CN111691899 A CN 111691899A
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- 238000010276 construction Methods 0.000 title claims abstract description 37
- 230000005641 tunneling Effects 0.000 title description 2
- 239000007788 liquid Substances 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 24
- 239000011435 rock Substances 0.000 claims abstract description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims abstract description 5
- DPXJVFZANSGRMM-UHFFFAOYSA-N acetic acid;2,3,4,5,6-pentahydroxyhexanal;sodium Chemical compound [Na].CC(O)=O.OCC(O)C(O)C(O)C(O)C=O DPXJVFZANSGRMM-UHFFFAOYSA-N 0.000 claims abstract description 4
- 239000001768 carboxy methyl cellulose Substances 0.000 claims abstract description 4
- 235000019353 potassium silicate Nutrition 0.000 claims abstract description 4
- 235000019812 sodium carboxymethyl cellulose Nutrition 0.000 claims abstract description 4
- 229920001027 sodium carboxymethylcellulose Polymers 0.000 claims abstract description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims abstract description 4
- 239000004094 surface-active agent Substances 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims description 24
- 238000009412 basement excavation Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 230000008093 supporting effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
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- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Structural Engineering (AREA)
- Ceramic Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A construction method for excavating an underpass bridge tunnel based on CRD grouting of a full-section is characterized in that before the underpass bridge tunnel is excavated by adopting a CRD construction method, full-section grouting is carried out on an excavated section by using configured grouting liquid so as to reinforce surrounding rocks; the prepared grouting liquid is formed by mixing liquid A and liquid B according to the volume ratio of 1:1, wherein the liquid A is water glass, and the liquid B is prepared by mixing cement, sodium carboxymethyl cellulose, a surfactant and water according to the weight part ratio of 42:4.6:3.2: 50.2. The method effectively combines the full-section advanced grouting and the CRD method, so that the deformation control standard for the surrounding rock is high, and the related ground uneven settlement is not easy to cause.
Description
Technical Field
The invention belongs to the field of bridge and tunnel construction, and particularly relates to a construction method for excavating a underpass bridge and tunnel based on CRD (cross section grouting).
Background
In recent years, with rapid construction of rail traffic and underground space of various domestic cities, in the rail traffic for city construction, the construction difficulty of tunnel construction is high, and the construction of a shallow tunnel underpass bridge is the most difficult in the engineering difficult problems of difficult tunnel excavation, wherein the city is provided with interlaced underground pipelines and piers of related overpasses, so that the underpass bridge channel provides great challenges for construction, and the deformation of surrounding rocks is strictly controlled in the construction process, thereby avoiding adverse effects on the bridge. Therefore, common construction methods are a full-section method, a step method, a CD method (in the construction of a large-span tunnel in weak surrounding rock, one side of the tunnel is excavated in parts, and a middle partition wall is applied, and then one side of the tunnel is excavated in parts), and a CRD method (a construction method in which an excavated tunnel section is excavated in small steps, and a middle partition wall and a diaphragm are applied, and then a diaphragm on the other side is constructed, and the excavation is performed step by step). Under the complex environment, a CRD method is generally adopted for a shallow tunnel, the method divides a large section into small sections for construction, and finally forms a construction method of the large-section tunnel, so that the problem that the stratum is disturbed too much due to overlarge excavation area at one time is avoided, and the construction of the tunnel is facilitated.
Disclosure of Invention
The invention aims to provide a construction method for excavating an underpass bridge tunnel by CRD based on full-section grouting, which effectively combines full-section advanced grouting with a CRD method, so that the deformation control standard for surrounding rock is high, and uneven settlement of the related ground is not easy to cause.
In order to achieve the purpose, the invention adopts the technical scheme that: a construction method for excavating a through bridge tunnel based on CRD grouting of a full-section comprises the following steps of carrying out full-section grouting on an excavated section by using configured grouting liquid before excavating the through bridge tunnel by adopting a CRD construction method so as to reinforce surrounding rocks:
marking hole sites in advance according to the requirements of design drawings, aligning the hole sites, and drilling at a specified incident angle, wherein the deviation of the hole sites is required to be +/-3 cm, and the deviation of the incident angle is not more than 1 degree;
determining drilling parameters under the stratum condition through the construction of a first grouting hole, and timely correcting deviation in the drilling process to ensure that the hole bottom distance of any two adjacent grouts is less than 30 cm;
preparing grouting liquid according to a design formula, wherein the grouting liquid is formed by mixing liquid A and liquid B according to the volume ratio of 1:1, the liquid A is water glass, and the liquid B is prepared by mixing cement, sodium carboxymethyl cellulose, a surfactant and water according to the weight part ratio of 42:4.6:3.2: 50.2;
step four, when the grouting hole is formed, grouting the grouting hole by adopting the grouting liquid prepared in the step three, pumping back the drill rod, wherein the initial pressure of the grouting is 0.3-0.75 MPa, the final pressure is 0.5-1.0 MPa, and the grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure is gradually increased in the final pressure state;
and fifthly, after drilling and grouting of one grouting hole are completed, drilling and grouting of the next grouting hole are performed until drilling and grouting of the grouting holes in all the hole positions are completed.
And during grouting, retreating grouting is adopted, and advancing grouting is adopted when soil and sand layers easily cause hole collapse.
And when the drill rod is withdrawn, controlling the lifting amplitude of the drill rod, wherein each step is not more than 15-20 cm, and withdrawing at a constant speed.
The diameter of each grouting hole is not more than 73mm, the distance between the grouting holes is 80cm, and the grouting holes are arranged in a quincunx shape.
The grouting holes comprise inclined grouting holes and horizontal grouting holes, wherein the inclined grouting holes are used for reinforcing the surrounding rocks of the cross section after pouring, and the horizontal grouting holes are used for reinforcing the tunnel face after pouring.
The inclination angle of the inclined grouting holes is 1-40 degrees.
The invention has the beneficial effects that: the full-section grouting is beneficial to realizing effective adhesion of surrounding rocks and known pipelines and piers to form an integral effect and form an early active supporting effect of the pipelines and the piers, so that the influence of later tunnel construction on related existing buildings is reduced; the method comprises the following steps of performing advanced deep hole grouting on deformation key points, forming a drawing column through deep hole grouting so as to effectively reinforce corresponding easy-deformation points of surrounding rocks, and preventing the deformation of the surrounding rocks from being too large; compared with other methods, the advanced grouting method is easy to operate, the strength of the surrounding rock mass is improved to improve the overall safety index of the engineering, the urban complex geological environment is effectively conformed, the raw material source is rich, the occupied urban space is low, and the safety coefficient is higher in practicability compared with other methods.
Drawings
FIG. 1 is a longitudinal cross-sectional view of a cross-sectional grouting;
FIG. 2 is a cross-sectional oblique grouting cross-sectional view;
FIG. 3 is a cross-sectional horizontal grouting cross-sectional view;
the labels in the figure are: 1. grouting pipe, 2, grouting hole, 3, tunnel contour line.
The areas surrounded by the rectangle around the grouting pipe in fig. 1 and the circle around the grouting pipe in fig. 2 and 3 represent the grouting diffusion range.
Detailed Description
The present invention will be described in further detail with reference to the following embodiments, but the invention is not limited thereto.
A construction method for excavating a downward-penetrating bridge tunnel based on CRD (cement grout injection) of a full-section comprises full-section advanced grouting and CRD method excavation of the downward-penetrating bridge tunnel, wherein the conventional construction method can be adopted for the CRD method excavation of the downward-penetrating bridge tunnel, and the detailed description is omitted, and the full-section advanced grouting method is explained in detail below.
Full-section grouting, namely adopting a deep-hole sleeve valve pipe retreating type grouting method, and comprising the following steps:
marking hole sites in advance according to the requirements of design drawings, aligning the hole sites, and drilling at a specified incident angle, wherein the deviation of the hole sites is required to be +/-3 cm, and the deviation of the incident angle is not more than 1 degree;
and step two, during the construction of the first hole, the drilling machine is operated at a slow speed, drilling parameters under the stratum condition are determined through the construction of the first grouting hole 2, the overflow water outlet condition is closely observed, when a large amount of overflow water is produced, the drilling is stopped immediately, and the construction is carried out after the reason is analyzed. Checking one section and correcting in time when drilling one section to ensure that the distance between the bottoms of any two adjacent grouting holes 2 is less than 30cm, and constructing the same circle of holes at intervals;
preparing grouting liquid according to a design formula, wherein the grouting liquid is formed by mixing liquid A and liquid B according to the volume ratio of 1:1, the liquid A is water glass, and the liquid B is prepared by mixing cement, sodium carboxymethyl cellulose, a surfactant and water according to the weight part ratio of 42:4.6:3.2: 50.2;
step four, when the grouting holes 2 are formed, grouting the grouting holes 2 by adopting the grouting liquid prepared in the step three through the grouting pipes 1, pumping back the drill rod, wherein the initial pressure of the grouting is 0.3-0.75 MPa, the final pressure is 0.5-1.0 MPa, and the grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure is gradually increased in the final pressure state;
and step five, after drilling and grouting of one grouting hole 2 are completed, drilling and grouting of the next grouting hole 2 are performed until drilling and grouting of the grouting holes 2 on all the hole positions are completed.
The grouting holes comprise inclined grouting holes and horizontal grouting holes, wherein the inclined grouting holes are used for reinforcing the surrounding rocks of the cross section after pouring, and the horizontal grouting holes are used for reinforcing the tunnel face after pouring.
The inclination angle of the inclined grouting holes is 1-40 degrees.
After grouting, the diffusion radius R =50cm of deep hole grouting, the diameter of the grouting hole 2 is not more than 73mm, the distance between the grouting holes 2 is 80cm, the grouting holes are arranged in a quincunx manner, drilling and grouting can be properly encrypted at places which are not easy to control the grouting range in the hole, and the grouting effect is guaranteed.
And during grouting, retreating grouting is adopted, and advancing grouting is adopted when soil and sand layers easily cause hole collapse.
And when the drill rod is withdrawn, controlling the lifting amplitude of the drill rod, wherein each step is not more than 15-20 cm, and withdrawing at a constant speed.
When drilling, the drilling machine is positioned according to the designated position, and the verticality of the drill rod is adjusted. After the hole positions are aligned, the drilling machine cannot be displaced and cannot be lifted and lowered randomly.
During grouting, when pressure suddenly rises or slurry overflows from a hole wall and a section sand layer, grouting should be stopped immediately, and grouting parameters are adjusted or measures such as displacement are taken to re-grout after reasons are found.
After grouting is finished, technicians and testers need to organize and monitor grouting effects to check and accept the grouting effect, and grouting records are formed in time.
The invention provides a full-section grouting method, which is used for performing advanced grouting on a tunnel, is suitable for unfavorable geology, has thin earth covering, busy ground traffic, staggered dynamic and static load and pressure application, is positioned below a bridge tunnel, can bury urban municipal pipelines underground, performs related pioneering design on the conditions of uneven settlement of related ground, pipeline fracture and the like when performing CRD (critical dimension) method excavation, and effectively combines the full-section advanced grouting method and the CRD method, so that the deformation control standard of surrounding rocks is high.
Claims (6)
1. A construction method for excavating an underpass bridge tunnel by CRD based on full-section grouting is characterized in that before the underpass bridge tunnel is excavated by a CRD construction method, full-section grouting is carried out on an excavated section by using configured grouting liquid to reinforce surrounding rock, and the full-section grouting comprises the following steps:
marking hole sites in advance according to the requirements of design drawings, aligning the hole sites, and drilling at a specified incident angle, wherein the deviation of the hole sites is required to be +/-3 cm, and the deviation of the incident angle is not more than 1 degree;
determining drilling parameters under the stratum condition through the construction of the first grouting hole, and timely correcting deviation in the drilling process to ensure that the hole bottom distance of any two adjacent grouting holes is less than 30 cm;
preparing grouting liquid according to a design formula, wherein the grouting liquid is formed by mixing liquid A and liquid B according to the volume ratio of 1:1, the liquid A is water glass, and the liquid B is prepared by mixing cement, sodium carboxymethyl cellulose, a surfactant and water according to the weight part ratio of 42:4.6:3.2: 50.2;
step four, when the grouting hole is formed, grouting the grouting hole by adopting the grouting liquid prepared in the step three, pumping back the drill rod, wherein the initial pressure of the grouting is 0.3-0.75 MPa, the final pressure is 0.5-1.0 MPa, and the grouting can be stopped when the grouting amount per minute is less than 3L or the grouting pressure is gradually increased in the final pressure state;
and fifthly, after drilling and grouting of one grouting hole are completed, drilling and grouting of the next grouting hole are performed until drilling and grouting of the grouting holes in all the hole positions are completed.
2. The construction method for excavating the underpass bridge tunnel based on the CRD of the full-face grouting of claim 1, wherein the retreating grouting is adopted during grouting, and the advancing grouting is adopted when soil and sand layers are easy to cause hole collapse.
3. The construction method for excavating the underpass bridge tunnel based on the CRD of the full-face grouting according to claim 1, characterized in that when the drill rod is withdrawn, the lifting amplitude of the drill rod is controlled, each step is not more than 15-20 cm, and the drill rod is withdrawn at a constant speed.
4. The construction method for excavating the underpass bridge tunnel based on the CRD of the full-face grouting of claim 1, wherein the diameter of the grouting holes is not more than 73mm, the distance between the grouting holes is 80cm, and the grouting holes are arranged in a quincunx shape.
5. The construction method of the full-face grouting based CRD (China railway high-speed) excavation underpass bridge tunnel according to claim 1, characterized in that the grouting holes comprise inclined grouting holes and horizontal grouting holes, wherein the inclined grouting holes are used for reinforcing surrounding rocks of the face after pouring, and the horizontal grouting holes are used for reinforcing a tunnel face after pouring.
6. The construction method for excavating the underpass bridge tunnel based on the CRD of the full-face grouting, according to the claim 5, characterized in that the inclination angle of the inclined grouting holes is 1-40 degrees.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010486827.3A CN111691899A (en) | 2020-06-02 | 2020-06-02 | Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010486827.3A CN111691899A (en) | 2020-06-02 | 2020-06-02 | Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting |
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| CN111691899A true CN111691899A (en) | 2020-09-22 |
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| CN202010486827.3A Pending CN111691899A (en) | 2020-06-02 | 2020-06-02 | Construction method for excavating underpass bridge tunnel based on CRD (reverse tunneling diode) of full-face grouting |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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2020
- 2020-06-02 CN CN202010486827.3A patent/CN111691899A/en active Pending
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Application publication date: 20200922 |
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