CN110847916B - Construction method for shield tunneling civil air defense engineering - Google Patents
Construction method for shield tunneling civil air defense engineering Download PDFInfo
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- CN110847916B CN110847916B CN201911007484.1A CN201911007484A CN110847916B CN 110847916 B CN110847916 B CN 110847916B CN 201911007484 A CN201911007484 A CN 201911007484A CN 110847916 B CN110847916 B CN 110847916B
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- 230000007123 defense Effects 0.000 title claims abstract description 119
- 238000010276 construction Methods 0.000 title claims abstract description 44
- 230000005641 tunneling Effects 0.000 title claims abstract description 43
- 239000004567 concrete Substances 0.000 claims abstract description 28
- 238000005422 blasting Methods 0.000 claims abstract description 24
- 230000003068 static effect Effects 0.000 claims abstract description 21
- 238000005553 drilling Methods 0.000 claims abstract description 20
- 239000007789 gas Substances 0.000 claims abstract description 13
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 13
- 231100000331 toxic Toxicity 0.000 claims abstract description 13
- 230000002588 toxic effect Effects 0.000 claims abstract description 13
- 238000009412 basement excavation Methods 0.000 claims abstract description 12
- 238000004140 cleaning Methods 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims abstract description 10
- 239000000203 mixture Substances 0.000 claims description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 24
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- 239000002689 soil Substances 0.000 claims description 22
- 239000003814 drug Substances 0.000 claims description 20
- 238000002156 mixing Methods 0.000 claims description 19
- 239000003795 chemical substances by application Substances 0.000 claims description 16
- 239000000843 powder Substances 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 239000004927 clay Substances 0.000 claims description 8
- 239000002655 kraft paper Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 239000002023 wood Substances 0.000 claims description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 4
- 238000012545 processing Methods 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
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- 230000035515 penetration Effects 0.000 claims description 3
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- 239000010865 sewage Substances 0.000 claims description 3
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- 229910052742 iron Inorganic materials 0.000 claims description 2
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- 239000010410 layer Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000011268 mixed slurry Substances 0.000 description 2
- 230000036632 reaction speed Effects 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 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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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a shield tunneling civil air defense project, which comprises the following steps: step 1: the specific position of the civil air defense project is ascertained; step 2: excavating a working vertical shaft; and step 3: detecting toxic and harmful gases; and 4, step 4: cleaning in the civil air defense project; and 5: measuring the border line of the lofting shield tunnel and the intersection position of the border line and the civil air defense project; step 6: the correlation between the vertical direction of the civil air defense project and the shield tunnel; and 7: disconnecting the civil air defense engineering connection; and 8: drilling blast holes in the area influencing shield tunneling in civil air defense engineering; and step 9: filling a static blasting agent into the blasting hole; step 10: carrying out backfilling operation of civil air defense engineering; step 11: static blasting agent expansion causes the civil air defense engineering concrete to break; step 12: and the shield machine performs tunneling operation. According to the method, the shield smoothly passes through the reinforced concrete civil air defense project, the problem that the pipeline for removing the obstacles in open excavation has large moving and changing amount is avoided, and the defect that the safety risk of removing the obstacles in hidden excavation is high is overcome.
Description
Technical Field
The invention relates to the technical field of urban rail transit construction, in particular to a construction method of shield tunneling through civil air defense engineering.
Background
With the continuous promotion of national urban filling construction, a large number of rail transit facilities need to be constructed in each city to form a rail transit network to meet the traveling requirements of citizens. In urban rail transit construction process, often can meet the phenomenon of bumping with other underground facilities of municipal administration, the construction for rail transit has brought corresponding construction degree of difficulty, especially in old urban construction, because historical reason, underground pipeline, the trench, existing civil defense is complicated, lack unified planning, it can be verified to mostly not have the completion data, rely on construction experience and benefit survey completely during the construction and judge, there is certain limitation, in case when the construction bumps, can produce certain construction safety risk, cause the influence of all ring edge borders, can cause property economic loss when serious, endanger people's life safety even. The Harbin area '7381' civil air defense project is numerous, and by researching and supplementing relevant basic data in the previous years, the civil air defense office archive can search some rough drawings, but is not detailed according to the design requirements. The shield tunneling machine has the advantages that the shield tunneling machine can pass through the civil air defense groups by taking obstacle-taking auxiliary measures when crossing, the civil air defense engineering arrangement is complicated in criss-cross and various in structural forms, a reinforced concrete structure is mainly adopted, the concrete compressive strength reaches 40-50 Mpa through test tests, a shield cutter head cutter is prepared into a soft soil cutter head, the capability of cutting reinforced concrete is not achieved, the shield tunneling machine is difficult to propel, vibration and noise are large during tunneling, and interference to life of citizens is large.
For example, the patent application with chinese patent application No. CN200910308621.5 discloses a method for a shield to pass through an underground structure, which relates to a bottom plate of an underground structure under which shield construction is performed, wherein the bottom plate comprises a bottom plate cushion layer and a reinforced concrete structure fixed on the bottom plate cushion layer, and the method is characterized by comprising the following steps:
a) embedding at least two pressure relief holes in the penetrated area of the bottom plate;
b) performing shield propelling construction below the bottom plate structure generated in the step a);
c) and after the shield tunnel construction is finished, plugging the pressure relief hole.
The prior art adopts a pressure relief hole opening mode to carry out tunneling operation, the technical problems still exist in the actual construction process, and the technology can not be applied to the construction environment of the shield tunneling civil air defense engineering.
Based on the technical problems in the prior art, the inventor provides a construction method for shield tunneling civil air defense engineering by combining construction experience for many years.
Disclosure of Invention
The invention provides a construction method of a shield tunneling civil air defense project.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method for a shield tunneling civil air defense project comprises the following steps:
step 1: the specific position of the civil air defense project is ascertained, and the relative position relationship between the civil air defense project and the shield tunnel is determined;
step 2: excavating a working vertical shaft;
step 2.1: calibrating the position of a working vertical shaft outside a tunnel excavation contour line;
step 2.2: constructing a locking collar beam of the working vertical shaft according to the specific position of the working vertical shaft;
step 2.3: a vertical lifting device is arranged on the fore shaft ring beam;
step 2.4: excavating a working vertical shaft, adopting net anchor spraying for supporting, excavating to the concrete surface at the top of the civil air defense engineering, mounting a last grid, and planting ribs on the civil air defense engineering concrete for firm connection;
step 2.5: chiseling concrete at the top of the civil air defense project by using an air pick to enable the vertical shaft to be communicated with the interior of the civil air defense project;
and step 3: detecting toxic and harmful gases in the civil air defense engineering hole;
and 4, step 4: cleaning in the civil air defense project;
step 4.1: cleaning the sandy soil backfilled in the civil air defense engineering, and intensively bagging the sandy soil, and transporting the sandy soil out through a working vertical shaft matched with vertical lifting equipment;
step 4.2: cutting profile steel influencing shield tunneling in civil air defense construction;
and 5: measuring the side line of the lofting shield tunnel and the intersection position of the lofting shield tunnel and the civil air defense project by using a total station, and drawing the contour lines of a left shield tunnel and a right shield tunnel on the inner wall of the civil air defense project;
step 6: measuring the mutual relation between the vertical direction of the civil air defense project and the shield tunnel by adopting a total station to determine the range of reinforced concrete of the civil air defense project to be processed;
and 7: disconnecting the civil air defense engineering connection, drilling a broken hole at the excavation contour line of the civil air defense engineering inner wall shield by using a water drill to drill a concrete core sample along the contour line, disconnecting the connecting position between the civil air defense engineering concrete and the shield tunnel, and reducing the vibration to the ground when the shield tunnels;
and 8: drilling blast holes in the region influencing shield tunneling in civil air defense engineering;
step 8.1: firstly, drilling a blast hole at the top in the civil air defense project, wherein the drilled hole at the top can be provided with an inclined hole with an elevation angle of 70-75 degrees according to the situation of an on-site air leg support;
step 8.2: then, drilling blast holes on the inner side wall of the civil air defense project, wherein the blast holes vertical to the side wall are drilled on the side wall;
step 8.3: finally, drilling blast holes in the bottom plate in the civil air defense project, and drilling holes in the bottom plate to form inclined holes with a depression angle of 70-75 degrees according to the situation of the field air leg support;
step 8.4: cleaning the blast hole, and blasting residues and sewage in the blast hole from top to bottom by adopting high-pressure air;
and step 9: filling static blasting agents into the blast hole, and plugging the hole opening by using clay;
step 9.1: welding and processing a medicament filling funnel by using a steel pipe and an iron sheet, and processing and welding two types of filling funnels before filling the medicament, wherein one type of filling funnel is a vertical filling funnel and is used for filling a bottom blast hole, and the other type of filling funnel is a horizontal funnel used for filling a side wall hole;
step 9.2: mixing the medicament, namely taking an open plastic barrel with the loading capacity of 10kg as a mixing container, filling mixed clean water with the temperature of 10 ℃ in the container, pouring the powder into the clean water according to the test mixing proportion, mixing, wherein the mixing amount of the powder medicament in a bag is 5kg at one time, and mixing the powder medicament in the bag, wherein the mixture after mixing is used within 10 min;
step 9.3: filling the medicament, namely filling the medicament from inside to outside, namely filling the medicament from the bottom to the top and then from the two sides in sequence in a reverse filling mode; filling the bottom by using a vertical funnel, paving clay with the thickness of 150mm on the bottom plate after filling blast holes of the bottom plate, flattening, manually treading and compacting, kneading a mud strip at the blast holes at the top by using hands, wrapping kraft paper, feeding the kraft paper into the blast holes and filling the kraft paper, and filling the blast holes at two sides by using horizontal funnels until the filling is finished;
step 10: carrying out backfilling operation of the civil air defense project, and transporting the backfilled sandy soil back to the civil air defense project again for backfilling and compacting;
step 11: static blasting agent expansion causes the civil air defense engineering concrete to break;
step 12: and the shield machine performs tunneling operation.
Further, in step 2.1, the working shaft is positioned above the civil air defense construction, avoiding the underground pipeline and the structures thereof.
Furthermore, in step 2.4, the excavation step distance is 50cm, one steel bar grating is excavated and erected, the main steel bars of the grating are 4 screw steel bars with the diameter phi of 22, the size of the grating is 200x200mm, the first steel bar grating and the reserved joint steel bar of the ring beam are welded firmly, and the thickness of the sprayed C25 concrete is 250 mm.
Further, in the step 3, if no toxic and harmful gas exists, constructors enter a civil air defense project to carry out construction operation; if toxic and harmful gas exists, the toxic and harmful gas is discharged, and constructors enter the system.
Further, in the step 8, the diameter of the drill hole is phi 42mm, the hole row interval is 300mm, the line interval is 250mm, quincunx arrangement is adopted, and the depth of the drill hole is 50mm reserved for the wall thickness of the reinforced concrete and used as a sealing protective layer for static blasting.
Further, in step 9.1, a funnel is a vertical funnel of 150x150mm welded by a tinplate at one end of a steel pipe with the diameter of phi 32 and the length of 500 mm; the other funnel is a horizontal funnel for pouring a side wall hole, the funnel is formed by bending a steel pipe with the pipe diameter of phi 32, the bending angle is 80-90 degrees, the length of the horizontal section is 600mm, the length of the bent section is 100mm, and a 150x150mm tinplate funnel is welded on the steel pipe of the bent section.
Further, in the step 9.2, mixing two mixtures with different proportions, wherein one is to mix static blasting agent powder into the mixed clean water according to the mass ratio of 0.3-0.35, forcibly stir the mixture for 2-3 min by using a wood stick with the diameter of phi 40mm until the mixture is uniform, and keep the slurry of the mixture to have fluidity, and the mixture is mainly used for filling blast holes of a bottom plate and side walls; and the other method is to mix static blasting agent powder into the mixed clean water according to the mass ratio of 0.25-0.28, forcibly stir for 2-3 min by using a wood rod with the diameter of phi 40mm until the mixture is uniform, the mixture has plasticity and can be formed into a daub shape and be formed into a strip shape by being twisted by hand, and the mixture is mainly used for filling the top blast hole.
Further, in step 9.3, simultaneously filling blast holes on the lower part of the bottom plate by two groups of personnel, inserting a vertical funnel into the blast holes when grouting slurry, pouring a mixture mixed with the slurry by a bowl or a spoon into the funnel and filling into the blast holes, and tamping the mixture by a funnel steel pipe while filling until the blast holes are filled; when a top blast hole is filled, the mixed daub mixture is manually rubbed into a mud strip with the diameter of 40mm by wearing gloves, the mud strip is 100-150 mm long, the mud strip is wrapped by kraft paper and sent into the blast hole, and then a wood stick with the diameter of phi 40mm is used for pushing the mud strip to the bottom of the blast hole and tamping the mud strip until the whole blast hole is filled; when the blast holes on the two side walls are filled, the horizontal funnel is firstly inserted into the blast holes on the side walls, the mixed slurry mixture loaded by a bowl or a spoon is poured into the funnel and is filled into the blast holes, the funnel and the steel pipe are used for tamping while filling until the blast holes are filled, and the hole opening is sealed by the daub-shaped mixture.
Further, in the step 10, the original cleaned and bagged sandy soil is hung down into the well again to be backfilled from inside to outside, the backfilling is carried out to the working vertical well mouth, the backfilling is carried out in a step dividing mode, the step height is not more than 1.5m, the step width is not less than 2m, a vertical lifting facility is removed, a ring beam is removed, the mechanical backfilling and the compacting are carried out, and the ground is restored according to the original municipal standard.
Further, in step 12, the shield tunneling parameters are controlled as follows: thrust is 12000-15000 KN; the torque is 2000-3000 KN.m; the tunneling speed is 20-30 mm/min; the penetration degree is not more than 5 mm; the pressure of the soil bin is 1.2-1.5 bar; synchronous grouting pressure is 3-5 bar; the grouting amount is 150-180% of a theoretical value.
Compared with the prior art, the invention has the following advantages:
the construction method of the shield tunneling through civil air defense project adopts a static crushing method to pre-crack and crush the civil air defense project concrete in advance, controls the tunneling parameters of the shield, and enables the shield to smoothly pass through the reinforced concrete civil air defense project, thereby avoiding the problems of large moving and changing amount of an open excavation barrier-taking pipeline and difficult traffic guiding and changing, overcoming the defects of high safety risk and high cost of hidden excavation barrier-taking.
Drawings
Fig. 1 is a schematic view of the positional relationship between the civil engineering and the working shaft in embodiment 1 of the present invention;
fig. 2 is a schematic arrangement diagram of blast holes in civil air defense engineering in embodiment 1 of the present invention.
Detailed Description
In order that the above objects, features and advantages of the present invention can be more clearly understood, the present invention will be described in further detail below with reference to the accompanying drawings and specific embodiments, it being understood that the embodiments and features of the embodiments of the present application can be combined with each other without conflict.
Example 1
As shown in fig. 1, a construction method for a shield tunneling through civil air defense project includes the following steps:
step 1: the specific position of the civil air defense project is ascertained, and the relative position relationship between the civil air defense project and the shield tunnel is determined;
step 2: excavating a working vertical shaft;
step 2.1: calibrating the position of a working vertical shaft outside a tunnel excavation contour line;
step 2.2: constructing a locking collar beam of the working vertical shaft according to the specific position of the working vertical shaft;
step 2.3: a vertical lifting device is arranged on the fore shaft ring beam;
step 2.4: excavating a working vertical shaft, supporting by adopting net anchor spraying, and excavating to the concrete surface at the top of the civil air defense project, wherein the ventilation and illumination in the vertical shaft are strictly enhanced according to the regulations in the excavating process;
step 2.5: chiseling holes of concrete 2x2m at the top of the civil air defense project by using pneumatic picks to enable the vertical shaft to be communicated with the interior of the civil air defense project;
and step 3: detecting toxic and harmful gases in the civil air defense engineering hole;
and 4, step 4: cleaning in the civil air defense project;
step 4.1: cleaning the sandy soil backfilled in the civil air defense engineering, and intensively bagging the sandy soil, and transporting the sandy soil out through a working vertical shaft matched with vertical lifting equipment;
step 4.2: cutting profile steel influencing shield tunneling in civil air defense construction;
and 5: measuring the side line of the lofting shield tunnel and the intersection position of the lofting shield tunnel and the civil air defense project by using a total station, and drawing the contour lines of a left shield tunnel and a right shield tunnel on the inner wall of the civil air defense project;
step 6: measuring the mutual relation between the vertical direction of the civil air defense project and the shield tunnel by adopting a total station to determine the range of reinforced concrete of the civil air defense project to be processed;
and 7: disconnecting the civil air defense engineering connection, drilling a broken hole at the excavation contour line of the civil air defense engineering inner wall shield by using a water drill to drill a concrete core sample along the contour line, disconnecting the connecting position between the civil air defense engineering concrete and the shield tunnel, and reducing the vibration to the ground when the shield tunnels;
and 8: drilling blast holes in the region influencing shield tunneling in civil air defense engineering;
step 8.1: firstly, drilling a hole in the top of the civil air defense project, wherein the drilled hole in the top can be provided with an inclined hole with an elevation angle of 70-75 degrees according to the situation of an on-site air leg support;
step 8.2: drilling holes in the inner side wall of the civil air defense project, wherein blast holes vertical to the side wall are drilled in the side wall;
step 8.3: finally, drilling holes in the bottom plate in the civil air defense project, and drilling inclined holes with depression angles of 70-75 degrees on the drilled holes in the bottom plate according to the conditions of the field air leg support;
step 8.4: cleaning the blast hole, and blasting residues and sewage in the blast hole from top to bottom by adopting high-pressure air;
and step 9: filling static blasting agents into the blast hole, and plugging the hole opening by using clay;
step 10: carrying out backfilling operation of the civil air defense project, and transporting the backfilled sandy soil back to the civil air defense project again;
step 11: static blasting agent expansion causes the civil air defense engineering concrete to break;
step 12: and the shield machine performs tunneling operation.
In step 2.2 of this embodiment, the section of the ring beam of the reinforced concrete structure is 1000x800mm, and the concrete is labeled as C35.
In step 2.3 of this embodiment, the lifting device is a 1.5T vertically lifted electric hoist.
In step 7 of this example, the holes are drilled with a diameter of 100mm and a pitch of 150 mm.
In step 9 of this embodiment, before the static blasting agent is filled, two types of pouring funnels are machined and welded, one type of funnel is a vertical pouring funnel, a steel pipe with the diameter of phi 32 and the length of 500mm is adopted, and a funnel of 150x150mm is welded at one end of the steel pipe by a tinplate; the other funnel is a horizontal funnel for pouring a side wall hole, the funnel is formed by bending a steel pipe with the pipe diameter of phi 32, the bending angle is 80-90 degrees, the length of the horizontal section is 600mm, the length of the bent section is 100mm, and a 150x150mm tinplate funnel is welded on the steel pipe of the bent section.
In step 9 of this embodiment, a step of mixing static blasting agent is further included, where an open plastic bucket with a loading of 10kg is used as a mixing container, mixed clean water with a temperature of 10 ℃ is filled in the container (the reaction speed is accelerated along with the rise of the temperature due to the hydration reaction of the static blasting agent, the charging time is long because the loading amount of blast holes is large, the water temperature is controlled below 10 ℃ for controlling the reaction speed), the agent powder is poured into the clean water to be mixed, the mixing amount at one time is not too large, the control is performed according to the usage amount of 5kg of bagged powder, and the mixture after mixing is used within 10 min. The specific mixing process is as follows:
1. stirring a mixture until the mixture is uniform according to the mass ratio of the clean water to the medicament powder (the ash is expressed as the medicament powder) of 0.3-0.35, wherein the mixture is mainly used for filling blast holes on a bottom plate and a side wall in a civil air defense project;
2. and stirring the mixture until the mixture is uniform according to the mass ratio of the clean water to the medicament powder (the ash is expressed as the medicament powder) of 0.25-0.28, wherein the mixture is mainly used for filling blast holes at the top in civil air defense engineering.
In step 9 of this embodiment, a step of filling a static blasting agent is further included, which is specifically as follows: 1. firstly, two groups of people (2 people in each group) are adopted to simultaneously and quickly fill blast holes at the lower part of a bottom plate, when slurry is poured, a vertical funnel is inserted into the blast holes, a mixture mixed with the slurry is filled in a bowl or a spoon and poured into the funnel to be filled into the blast holes, a funnel steel pipe is used for tamping while filling until the blast holes are filled, after the blast holes of the bottom plate are filled, clay with the thickness of 150mm is paved on the bottom plate, and the clay is flattened and then manually compacted; 2. adopting a reverse mode, simultaneously carrying out blast hole filling operation from inside to outside, from top to bottom, and on two sides and the top, wearing gloves to manually twist the mixed daub mixture into mud strips with the diameter of 40mm and the length of 100-150 mm when filling the blast hole on the top, wrapping the mud strips with kraft paper, feeding the mud strips into the blast hole, pushing the mud strips to the bottom of the hole by using a wood stick with the diameter of 40mm, and tamping the mud strips until the whole blast hole is filled; when the blast holes on the two side walls are filled, the horizontal funnel is firstly inserted into the blast holes on the side walls, the mixed slurry mixture loaded by a bowl or a spoon is poured into the funnel and is filled into the blast holes, the funnel steel pipe is used for tamping while filling until the blast holes are filled, and the hole opening can be plugged by the daub-shaped mixture.
And 2.1, the position of the working vertical shaft is above the civil air defense project, and underground pipelines and structures thereof are avoided.
And 2.4, excavating the step pitch of 50cm, excavating a one-truss and one-truss reinforcing steel bar grating, wherein main ribs of the grating are 4 threaded reinforcing steel bars with the diameter phi of 22, the size of the grating is 200x200mm, the first truss is firmly welded with reserved joint ribs of ring beams, and the thickness of sprayed C25 concrete is 250 mm.
And 2.4, placing the last grid on the surface of civil air defense engineering concrete, and planting ribs on the civil air defense engineering concrete to firmly connect the concrete surface with the working vertical shaft.
In step 3, if no toxic and harmful gas exists, constructors enter a civil air defense project to carry out construction operation; if toxic and harmful gas exists, the toxic and harmful gas is discharged, and constructors enter the system.
As shown in fig. 2, in step 8 of this embodiment, the diameter of the drilled hole is 42mm, the row spacing is 300mm, the row spacing is 250mm, the arrangement is in a quincunx shape, and the depth of the drilled hole is 50mm reserved for the wall thickness of the reinforced concrete to serve as a sealing protection layer for static blasting.
In step 10 of this embodiment, after all the blast holes are filled with the static blasting agent, the original cleaned and bagged sandy soil is hung down again from inside to outside to be backfilled to the working shaft mouth, the backfilling is performed in a step-by-step manner, the step height should not exceed 1.5m, and the step width should not be less than 2 m. And (4) removing the vertical lifting facilities, removing the ring beam, mechanically backfilling and compacting, and restoring the ground according to the municipal original standard.
In step 12 of this embodiment, the shield tunneling parameters are controlled as follows: thrust is 12000-15000 KN; the torque is 2000-3000 KN.m; the tunneling speed is 20-30 mm/min; the penetration degree is not more than 5 mm; the pressure of the soil bin is 1.2-1.5 bar; synchronous grouting pressure is 3-5 bar; the grouting amount is 150-180% of a theoretical value.
When the shield is tunneled, because the civil air defense engineering adopts artificial backfill, the ideal compact state can not be achieved, the pressure is difficult to maintain in the initial stage of the soil bin, bentonite needs to be continuously driven into the soil bin, the improvement of the muck is made, after the pressure of the soil bin is built, the muck is slowly pushed at a constant speed, the statically crushed high-strength reinforced concrete is cut by a tearing knife and a scraping knife of the shield, and the cut concrete fragments and the cut steel bars are discharged by a screw machine until the tunneling is completed.
In step 4 of this embodiment, a step of building a red brick wall with mortar to seal the civil air defense project is also included.
In step 4.1 of this embodiment, a 50kg packaging bag is manually loaded into the working shaft, transported to the outside of the hole by a vertical lifting device, and stacked in order for recycling.
The present invention is not limited to the above-described embodiments, which are described in the specification and illustrated only for illustrating the principle of the present invention, but various changes and modifications may be made within the scope of the present invention as claimed without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims.
Claims (9)
1. A construction method for a shield tunneling civil air defense project is characterized by comprising the following steps:
step 1: the specific position of the civil air defense project is ascertained, and the relative position relationship between the civil air defense project and the shield tunnel is determined;
step 2: excavating a working vertical shaft;
step 2.1: calibrating the position of a working vertical shaft outside a tunnel excavation contour line;
step 2.2: constructing a locking collar beam of the working vertical shaft according to the specific position of the working vertical shaft;
step 2.3: a vertical lifting device is arranged on the fore shaft ring beam;
step 2.4: excavating a working vertical shaft, adopting net anchor spraying for supporting, excavating to the concrete surface at the top of the civil air defense engineering, mounting a last grid, and planting ribs on the civil air defense engineering concrete for firm connection;
step 2.5: chiseling concrete at the top of the civil air defense project by using an air pick to enable the vertical shaft to be communicated with the interior of the civil air defense project;
and step 3: detecting toxic and harmful gases in the civil air defense engineering hole;
and 4, step 4: cleaning in the civil air defense project;
step 4.1: cleaning the sandy soil backfilled in the civil air defense engineering, and intensively bagging the sandy soil, and transporting the sandy soil out through a working vertical shaft matched with vertical lifting equipment;
step 4.2: cutting profile steel influencing shield tunneling in civil air defense construction;
and 5: measuring the side line of the lofting shield tunnel and the intersection position of the lofting shield tunnel and the civil air defense project by using a total station, and drawing the contour lines of a left shield tunnel and a right shield tunnel on the inner wall of the civil air defense project;
step 6: measuring the mutual relation between the vertical direction of the civil air defense project and the shield tunnel by adopting a total station to determine the range of reinforced concrete of the civil air defense project to be processed;
and 7: disconnecting the civil air defense engineering connection, drilling a broken hole at the excavation contour line of the civil air defense engineering inner wall shield by using a water drill to drill a concrete core sample along the contour line, disconnecting the connecting position between the civil air defense engineering concrete and the shield tunnel, and reducing the vibration to the ground when the shield tunnels;
and 8: drilling blast holes in the region influencing shield tunneling in civil air defense engineering;
step 8.1: firstly, drilling a hole in the top of the civil air defense project, wherein the drilled hole in the top can be provided with an inclined hole with an elevation angle of 70-75 degrees according to the situation of an on-site air leg support;
step 8.2: drilling holes in the inner side wall of the civil air defense project, wherein blast holes vertical to the side wall are drilled in the side wall;
step 8.3: finally, drilling holes in the bottom plate in the civil air defense project, and drilling inclined holes with depression angles of 70-75 degrees on the drilled holes in the bottom plate according to the conditions of the field air leg support;
step 8.4: cleaning the blast hole, and blasting residues and sewage in the blast hole from top to bottom by adopting high-pressure air;
and step 9: filling static blasting agents into the blast hole, and plugging the hole opening by using clay;
step 10: carrying out backfilling operation of the civil air defense project, and transporting the backfilled sandy soil back to the civil air defense project again to carry out backfilling compaction from inside to outside;
step 11: static blasting agent expansion causes the civil air defense engineering concrete to break;
step 12: and the shield machine performs tunneling operation.
2. The construction method of a shield tunneling through civil air defense construction according to claim 1, wherein in step 2.1, the working shaft is positioned above the civil air defense construction to avoid underground pipelines and structures thereof.
3. The construction method of the shield tunneling through civil air defense project according to claim 1, wherein in step 2.4, the excavation step distance is 50cm, one steel bar grating is excavated, and the main ribs of the grating have 4 diameters
The size of the grid of the twisted steel bar is 200x200mm, the first grid is firmly welded with the reserved joint rib of the ring beam, and the thickness of the sprayed C25 concrete is 250 mm.
4. The construction method of the shield tunneling through civil air defense project according to the claim 1, characterized in that in the step 3, if no toxic and harmful gas exists, constructors enter the civil air defense project to carry out construction operation; if toxic and harmful gas exists, the toxic and harmful gas is discharged, and constructors enter the system.
5. The construction method of shield tunneling through civil air defense construction according to claim 1, wherein in step 8, the diameter of the drilled hole
The hole row spacing is 300mm, the line spacing is 250mm, the quincunx arrangement is adopted, and the drilling depth is 50mm reserved for the wall thickness of the reinforced concrete and used as a sealing protective layer of static blasting.
6. The construction method of shield tunneling through civil air defense engineering according to claim 1, characterized in that in step 12, the shield tunneling parameters are controlled as follows: thrust is 12000-15000 KN; the torque is 2000-3000 KN.m; the tunneling speed is 20-30 mm/min; the penetration degree is not more than 5 mm; the pressure of the soil bin is 1.2-1.5 bar; synchronous grouting pressure is 3-5 bar; the grouting amount is 150-180% of a theoretical value.
7. The construction method of the shield tunneling through civil air defense project according to claim 1, wherein the step 9 comprises the following specific steps:
step 9.1: welding and processing a medicament filling funnel by using a steel pipe and an iron sheet, and processing and welding two types of filling funnels before filling the medicament, wherein one type of filling funnel is a vertical filling funnel and is used for filling a bottom blast hole, and the other type of filling funnel is a horizontal funnel used for filling a side wall hole;
step 9.2: mixing the medicament, namely taking an open plastic barrel with the loading capacity of 10kg as a mixing container, filling mixed clean water with the temperature of 10 ℃ in the container, pouring the powder into the clean water according to the test mixing proportion, mixing, wherein the mixing amount of the powder medicament in bags is 5kg at one time, and mixing the powder medicament in bags, wherein the mixed mixture is used within 10 min;
step 9.3: filling the medicament, namely filling the medicament from inside to outside, namely filling the medicament from the bottom to the top and then from the two sides in sequence in a reverse filling mode; the bottom adopts perpendicular funnel to fill, and after the bottom plate big gun hole was irritated, 150mm thick clay was filled to the shop on the bottom plate, and the manual work is stepped on the compaction after shakeout, and the top big gun hole adopts the manual clay strip of rubbing with the hands, and the kraft paper parcel is sent into the big gun hole and is clogged, and the big gun hole of both sides adopts horizontal funnel to fill to filling and accomplish.
8. The construction method of shield tunneling through civil air defense engineering according to claim 7, characterized in that in step 9.2, two mixtures with different proportions are mixed, one is to mix static blasting agent powder into mixed clean water according to the mass ratio of 0.3-0.35, and the diameter is used
The wood stick is stirred for 2-3 min to be uniform, and the mixture slurry is kept to have fluidity, wherein the mixture is mainlyThe method is used for filling blast holes of the bottom plate and the side wall; the other is to mix static blasting agent powder into the mixed clean water according to the mass ratio of 0.25-0.28 of water-cement ratio and use the diameter
The wood stick is stirred for 2-3 min to be uniform, the mixture has plasticity and can be formed into a daub shape and be formed into a strip shape by hand rubbing, and the mixture is mainly used for filling the top blast hole.
9. A construction method of a shield tunneling through civil air defense project according to any one of claims 1 to 8, characterized in that in the step 10, original cleaned and bagged sandy soil is hoisted down the well again to backfill from inside to outside, the backfill is carried out to a working vertical well mouth, the backfill is carried out in a step-by-step mode, the step height is not more than 1.5m, the step width is not less than 2m, vertical lifting equipment is removed, a ring beam is removed, mechanical backfill and compaction are carried out, and the ground is restored according to the municipal original standard.
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| CN105840199B (en) * | 2016-05-12 | 2017-12-29 | 中国矿业大学(北京) | A kind of static blasting coordinates the rock lane comprehensive driving method of development machine |
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