CN110735641B - Construction method of transfer passage of underpass pipeline - Google Patents
Construction method of transfer passage of underpass pipeline Download PDFInfo
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- CN110735641B CN110735641B CN201911071346.XA CN201911071346A CN110735641B CN 110735641 B CN110735641 B CN 110735641B CN 201911071346 A CN201911071346 A CN 201911071346A CN 110735641 B CN110735641 B CN 110735641B
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- 238000012546 transfer Methods 0.000 title claims abstract description 77
- 238000010276 construction Methods 0.000 title claims abstract description 51
- 238000000034 method Methods 0.000 claims abstract description 47
- 238000005192 partition Methods 0.000 claims abstract description 16
- 238000012544 monitoring process Methods 0.000 claims abstract description 11
- 238000006073 displacement reaction Methods 0.000 claims description 42
- 229910000831 Steel Inorganic materials 0.000 claims description 33
- 239000010959 steel Substances 0.000 claims description 33
- 239000004567 concrete Substances 0.000 claims description 13
- 239000002689 soil Substances 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 238000005507 spraying Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 230000000903 blocking effect Effects 0.000 claims description 4
- 238000004062 sedimentation Methods 0.000 description 22
- 238000009412 basement excavation Methods 0.000 description 11
- 230000002787 reinforcement Effects 0.000 description 8
- 241001023788 Cyttus traversi Species 0.000 description 6
- 239000002002 slurry Substances 0.000 description 5
- 239000011435 rock Substances 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
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- 238000005259 measurement Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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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
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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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
- E21D9/008—Driving transverse tunnels starting from existing tunnels
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a construction method of a transfer passage for a downward-penetrating pipeline, which comprises the steps of excavating to the lower part of one end, close to the initial end, of an existing pipeline at the initial end of the transfer passage by a crossed middle partition wall method, and constructing a primary support structure in the excavated transfer passage; and monitoring the settlement condition of the earth surface, the existing pipeline and the deformation condition of the primary support structure, and continuously excavating to the terminal of the transfer channel by a middle partition wall method after the settlement of the existing pipeline and the earth surface and the deformation of the primary support structure are stable. The invention solves the problem that the conventional tunnel construction method is adopted for constructing a transfer passage which passes through a plurality of pipelines downwards, so that the pipelines are easily settled and too large, and further the pipelines are damaged.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a transfer passage with a downward-penetrating pipeline.
Background
The subway becomes the most indispensable part of the daily life of citizens, and subway lines need to be newly added every year, so that the requirement of people on subway attendance is met. As the number of lines increases, transfer channels need to be constructed to enable connections between different line stations. With the increase of the number of stations, more and more transfer channels are arranged in the urban area with dense pipelines, and how to effectively ensure the safety of peripheral pipelines is the key and difficult point of engineering.
Particularly, when the transfer passage needs to be penetrated by a plurality of pipelines (such as a heat pipe ditch, a rainwater pipe and a sewage pipe), and the bottoms of the pipelines are extremely close to the vault of the transfer passage (such as the heat pipe ditch is 0.84-2.640 m away from the vault of the transfer passage and the nearest distance to a station fender post is 0.7m), the penetrated pipelines are easy to settle when the transfer passage is constructed by adopting the traditional tunnel construction method, the deformation is too large, the pipelines are damaged, and then constructors or ground pedestrians are injured.
Disclosure of Invention
In order to overcome the defects in the prior art, a construction method of a transfer passage with a downward-penetrating pipeline is provided so as to solve the problem that the conventional tunnel construction method is adopted for construction of the transfer passage with a plurality of downward-penetrating pipelines, so that the pipelines are easily settled and too large, and further the pipelines are damaged.
In order to achieve the above object, there is provided a method of constructing a transfer passage through which a pipeline passes, the transfer passage passing the existing pipeline in a lengthwise direction of the existing pipeline, the method comprising the steps of:
excavating to the lower part of one end, close to the initial end, of the existing pipeline at the initial end of the transfer channel by a cross septal wall method, and constructing the primary support structure in the excavated transfer channel;
monitoring the settlement condition of the earth surface and the existing pipeline and the deformation condition of the primary support structure;
and after the existing pipeline, the ground surface and the primary support structure are settled stably, continuously excavating to the terminal of the transfer channel by a middle partition wall method.
Further, after the primary support structure in each pilot tunnel is constructed, temporary plugging is carried out on the tunnel face of the corresponding pilot tunnel.
Further, the step of temporarily blocking the tunnel face of the corresponding pilot tunnel comprises:
providing a steel bar net piece, and paving the steel bar net piece on the tunnel face;
and providing concrete mortar, and spraying the concrete mortar on the reinforcing mesh sheets to be solidified to form the temporary end wall.
Further, before the transfer channel enters the hole and is excavated, grouting and reinforcing the arch soil body at the starting end of the transfer channel to form a forepoling.
Further, the deformation condition of the primary support structure comprises: the method comprises the steps of vault settlement of the primary support structure, monitoring of bottom uplift of the primary support structure and clearance convergence of the primary support structure.
Further, when the control value of the allowable sedimentation displacement of the vault of the primary support structure is less than 20mm, the control value of the average sedimentation displacement rate is less than 2mm/d, and the control value of the maximum sedimentation displacement rate is less than 5 mm/d; the control value of allowable displacement of the bulge at the bottom of the primary support structure is 10mm, the control value of average rate of bulge displacement is 2mm/d, and the control value of maximum rate of bulge displacement is 5 mm/d; and when the clearance convergence allowable displacement control value of the primary support structure is 10mm, the clearance convergence average displacement rate control value is 1mm/d, and the clearance convergence maximum displacement rate control value is 3mm/d, the deformation stability of the primary support structure is judged.
Further, when the control value of the allowable sedimentation displacement of the ground surface is less than 30mm, the control value of the average sedimentation displacement rate is less than 2mm/d, and the control value of the maximum sedimentation displacement rate is less than 5mm/d, the stability of the ground surface sedimentation is judged.
Further, when the sedimentation allowable displacement control value of the existing pipeline is less than 10mm, the sedimentation displacement average rate control value is less than 2mm/d, and the inclination control value is less than 0.005, the sedimentation of the existing pipeline is judged to be stable.
The construction method of the transfer passage for the downward-penetrating pipeline has the advantages that the transfer passage for the downward-penetrating pipeline is constructed by combining the middle partition method and the crossed middle partition method, on one hand, the settlement control of the downward-penetrating pipeline is better, and the construction safety is ensured; on the other hand, the transfer passage shortens the construction period and reduces the construction cost.
Drawings
FIG. 1 is a schematic diagram of a transfer passage of a downpipe according to an embodiment of the present invention.
Fig. 2 is a sectional view at H-H in fig. 1.
Fig. 3 to 8 are schematic diagrams illustrating construction steps of a method for constructing a transfer passage of a drop-through pipeline according to an embodiment of the present invention.
FIG. 9 is a schematic view of the horsehead break at the beginning of the transfer passage.
Fig. 10 is a schematic view of the cross-sectional structure of fig. 5.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.
Fig. 1 is a schematic structural view of a transfer passage of a downpipe according to an embodiment of the present invention, fig. 2 is a sectional view taken at H-H in fig. 1, fig. 3 to 8 are schematic construction steps of a method of constructing a transfer passage of a downpipe according to an embodiment of the present invention, fig. 9 is a schematic structural view of a beginning of a horsehead break of a transfer passage, and fig. 10 is a schematic structural view of a cross-section of fig. 5.
Referring to fig. 1 and 2, a transfer passage 1 passes through an existing pipeline 2 along a length direction of the existing pipeline 2, and the transfer passage crosses a power duct. In the present embodiment, the closest existing pipeline 2 to the transfer channel is a heat pipe trench. The height of the inner bottom of the heat pipe ditch is about 37.340m, the burial depth is about 10.045m, and the distance between the inner bottom and the vault of the transfer channel 1 is 0.66 m-2.540 m. The height of the outer bottom of the electric power pipe ditch is about 20.695m, the burial depth is about 23.340m, and the distance from the bottom of the water collection pit of the transfer channel is 3.087 m. The distance between the heat pipe ditch and the vault of the transfer passage 1 is 0.84-2.640 m, and the distance between the heat pipe ditch and the station fender post 6 is 0.7 m.
Referring to fig. 1 to 10, the present invention provides a method for constructing a transfer passage for a run-through pipeline, comprising the steps of:
and S1, excavating to the lower part of one end of the existing pipeline 2 close to the initial end at the initial end of the transfer passage 1 by a cross septal wall method (CRD method), and constructing a primary support structure 3 in the excavated transfer passage 1.
And S11, referring to fig. 3, before the transfer passage 1 enters the hole and is excavated, grouting and reinforcing the arch soil at the starting end of the transfer passage 1 to form a forepoling 5.
The horsehead part construction of the transfer passage 1 is a key part construction of the engineering, and the vault collapse of the transfer passage can be caused by the fact that the construction measures are not in place, so that the vault can be caused to subside, and the ground can be caused to subside. In order to ensure the safe construction of the ingate, the soil body at the vault part of the ingate is grouted and reinforced to form the advanced support 5 before the ingate is broken according to the construction process of double-pipe deep hole grouting and advanced small conduit reinforcement. The grouting reinforcement area is 1.5m outside the primary contour of the arch part and the side part of the transfer channel 1, 0.5m inside the contour, the grouting pressure is 0.5-1.0 MPa, the diffusion radius is 0.5m, and the grouting slurry is cement-water glass slurry. The grouting length is 8m, the excavation is 6m, and 2m is reserved as a grouting stop wall for subsequent deep hole grouting reinforcement. The reinforced soil body has good uniformity and self-standing property, the tunnel face cannot be obviously infiltrated, and the unconfined compressive strength of the reinforced soil body is 0.6-0.8 Mpa. The principle of laying small conduits is 2 conduits among every two piles.
The ingate is constructed by dividing the ingate into 4 pilot tunnels according to a cross intermediate partition wall method (CRD), and each pilot tunnel is constructed according to an upper step and a lower step.
Specifically, the transfer path is divided into a left pilot hole a and a right pilot hole B. Dividing the left pilot tunnel A into an upper left pilot tunnel a and a lower left pilot tunnel b; the right pilot hole B is divided into an upper right pilot hole c and a lower right pilot hole d.
And (3) grouting and reinforcing the vault stratum at the ingate of the horse head by a first circulating deep hole of the soil body at the vault of the upper left pilot tunnel a of the transfer channel, and drilling a small guide pipe.
Before the construction operation of horse head door, in time set up horse head door construction operation platform, operation platform adopts fastener formula scaffold braced system, and the horizontal interval of pole setting is 1050mm, and vertical interval is 1200mm, stride 1500mm, and the springboard is laid on the top layer, and the support body whole height is 2170mm, and the support body adds all around establishes the diagonal draw bar, in time demolishs the temporary operation frame after the construction of upper step is accomplished to carry out the construction operation of lower step.
S12, excavating at the initial end of the transfer passage 1 to the lower part of one end of the existing pipeline 2 close to the initial end by a cross partition wall method, and constructing the primary support structure 3 in the excavated transfer passage 1.
Specifically, step S12 includes:
s121, after the first circulation deep hole grouting is completed, the guard post 6 at the ingate of the upper left pilot tunnel a is broken in a segmented mode, a first steel truss of the upper left pilot tunnel a is erected in the plane of the station enclosure structure and welded with the steel bars of the broken guard post 6 into a whole, and then the upper left pilot tunnel a is excavated to be used as a primary support structure.
And (4) carrying out advanced grouting reinforcement on the arch top of the ingate of the transfer passage to reach strength, and breaking the ingate of the transfer passage after passing condition acceptance.
Referring to fig. 4 and 9, the guard post 6 of the upper left pilot tunnel a in the section is broken by a water drill, the core soil of the upper left pilot tunnel a is reserved, and a primary support structure at the ingate is erected. The primary support structure of the transfer passage comprises a steel grating 31 and a temporary inverted arch 32, and the steel grating 31 and the temporary inverted arch 32 are connected into a ring. Concrete is sprayed on the steel grating 31 to be solidified to form a primary support structure of the transfer passage.
And (3) spraying concrete on the steel grating to form a primary support structure of the upper left pilot tunnel a.
After the upper step of the upper left pilot tunnel a advances by 3m, the lower step of the upper left pilot tunnel a and the guard post 6 at the ingate of the lower left pilot tunnel b are broken, and the steel grating 31 at the ingate is erected.
S122, after the primary support structure of the upper left pilot tunnel a enters the lower part of the existing pipeline 2, the tunnel face of the corresponding pilot tunnel (the upper left pilot tunnel a) is temporarily blocked. And simultaneously, breaking the main body fender post 6 and constructing a left lower pilot tunnel b. Specifically, constructing the lower left pilot tunnel b comprises erecting steel grating steel bars, excavating the lower left pilot tunnel b, and constructing a primary support structure of the lower left pilot tunnel b.
In this embodiment, the primary branch structure of the upper left pilot hole a enters the hole 17m to the lower part of the existing pipeline 2.
S124, referring to fig. 7, after the primary support structure of the lower left pilot tunnel b enters the lower portion of the existing pipeline 2, the tunnel face of the corresponding pilot tunnel (lower left pilot tunnel b) is temporarily blocked. And then carrying out deep hole grouting (the longitudinal length is 8m and can be properly adjusted) in the vault range of the upper right pilot tunnel c.
S125, referring to fig. 8, excavating an upper right pilot tunnel c and a lower right pilot tunnel d in sequence, and temporarily blocking the tunnel face of the corresponding pilot tunnel (upper left pilot tunnel a). Four pilot tunnels (comprising a left upper pilot tunnel a, a left lower pilot tunnel b, a right upper pilot tunnel c and a right lower pilot tunnel d) are excavated in sequence to the designed length and the tunnel face of the corresponding pilot tunnel (the left upper pilot tunnel a) is temporarily blocked.
After the primary support structure 3 in each pilot tunnel is constructed, the step of temporarily plugging the tunnel face of the corresponding pilot tunnel comprises the following steps:
and providing a steel bar net piece, and paving the steel bar net piece on the tunnel face. In a preferred embodiment, the mesh of reinforcing bars is attached to the steel grid of the primary support structure.
Concrete mortar is provided and sprayed onto the mesh reinforcement sheets to form the temporary headwall 4. The reinforcing mesh adopts A6.0 reinforcing mesh with the interval of 150mm multiplied by 150 mm. The temporary plugging wall effectively plugs and supports the tunnel face of the pilot tunnel.
And S2, monitoring the sedimentation condition of the ground surface and the existing pipeline 2 and the deformation condition of the primary support structure 3.
The deformation conditions of the primary support structure 3 include: the vault settlement condition of the primary support structure 3, the bottom uplift condition of the primary support structure 3 and the clearance convergence condition of the primary support structure 3 are monitored.
Specifically, the monitoring and control indexes for monitoring the settlement condition of the earth surface and the existing pipeline 2 and the deformation condition of the primary support structure 3 are shown in table 1.
TABLE 1 control Standard of each monitoring item
TABLE 1 control Standard of monitoring items
When the sedimentation allowable displacement control value of the vault of the primary support structure 3 is less than 20mm, the sedimentation displacement average rate control value is less than 2mm/d, and the sedimentation displacement maximum rate control value is less than 5 mm/d; the control value of allowable displacement of the bulge at the bottom of the primary support structure 3 is 10mm, the control value of average rate of bulge displacement is 2mm/d, and the control value of maximum rate of bulge displacement is 5 mm/d; and when the clearance convergence allowable displacement control value of the primary support structure 3 is 10mm, the clearance convergence average displacement rate control value is 1mm/d, and the clearance convergence maximum displacement rate control value is 3mm/d, the deformation stability of the primary support structure 3 is judged.
And when the control value of the allowable sedimentation displacement of the ground surface is less than 30mm, the control value of the average sedimentation displacement rate is less than 2mm/d, and the control value of the maximum sedimentation displacement rate is less than 5mm/d, judging that the ground surface sedimentation is stable.
And when the sedimentation allowable displacement control value of the existing pipeline 2 is less than 10mm, the sedimentation displacement average rate control value is less than 2mm/d, and the inclination control value is less than 0.005, judging that the sedimentation of the existing pipeline 2 is stable.
And S3, after the existing pipeline 2, the ground surface settlement and the deformation of the primary support structure 3 are stabilized, continuously excavating to the terminal of the transfer passage 1 by a middle partition wall method (CD method).
The primary support structure of the transfer passage adopts a combined support form of a steel bar net piece, a steel grating, longitudinal connecting ribs and sprayed concrete, because the ingate enters a turning section of the transfer passage, the steel grating is densely arranged because the ingate cannot be carried out, in order to ensure the construction safety of the ingate, a temporary inverted arch is additionally arranged within 10m before the ingate enters the ingate, and after the transfer passage is constructed to the lower part of one end, close to the initial end of the transfer passage, of an existing pipeline (a heat pipe ditch), the temporary inverted arch 32 is detached after the sedimentation of the existing pipeline 2 and the earth surface and the deformation of the primary support structure 3 are stable according to the condition of monitoring data. And after the temporary inverted arch is dismantled, continuously excavating to the terminal of the transfer passage 1 according to the standard section construction step sequence of the middle partition wall method.
S31, removing the temporary end wall in the range of the upper step of the left pilot tunnel in a segmented mode, then excavating the left pilot tunnel, constructing a primary support structure, and excavating the lower step of the left pilot tunnel after the upper step of the left pilot tunnel is excavated for 3-5 m. And after the left pilot tunnel enters 8m, constructing a grout stop wall, and gradually (with the longitudinal length of 10 m) carrying out vault second circulation deep hole of the left pilot tunnel.
And S32, after the left upper step is excavated for 10m, the temporary end sealing wall in the upper step range of the right pilot tunnel can be broken in sections, and the right pilot tunnel is excavated. In the same way, the upper step and the lower step of the right guide hole are staggered by 3-5 m from front to back. And after the right pilot tunnel enters the tunnel by 8m, constructing a grout stop wall, and performing second-cycle deep hole grouting (the longitudinal length is 10 m) on the vault of the right pilot tunnel.
As a preferred implementation mode, the construction steps of the primary support structure are as follows:
firstly, deep hole grouting.
The transfer channels are required to be subjected to deep hole grouting reinforcement construction in advance. The deep hole grouting adopts double-pipe deep hole grouting, cement-water glass double-liquid slurry is injected in the grouting design range, and soil is reinforced.
The deep hole grouting pressure is determined according to concrete conditions of a soil layer, pipe arrangement intervals and the like, the maximum pressure is not more than 1MPa, the grouting material is cement-water glass double-liquid slurry, the transfer passage length is 72.793m, the grouting length of each wheel is 10m, the concrete length can be adjusted according to actual field, grouting is firstly carried out, then excavation is carried out, and the lap joint of a grout stop wall is 2 m. In order to ensure the grouting reinforcement effect and the excavation construction safety, the vault part is subjected to advanced hole probing according to the actual excavation condition after grouting is finished, the front grouting effect and the geological condition are determined, and the construction basis is provided for construction.
And step two, earth excavation.
The transfer channel is constructed by a CRD method firstly and then a CD method, each pilot tunnel is excavated by an upper step and a lower step, each turn is 0.31m in depth, the rest are 0.5m in depth, core soil is left and a decompression groove is left in the manual excavation, a trolley is matched with an electric dump truck to discharge dregs, and the step length is 3-5 m.
And thirdly, mounting the steel grating.
And fourthly, constructing a foot locking anchor rod.
When the steel grating steel frame is installed in place, a foot locking anchor pipe is required to be driven into the arch foot position of the upper step in time to prevent the grating from sinking or inclining when no error is detected. The foot-locking anchor pipe adopts 1 steel welded pipe with the length of 2.0m, A42.5mm multiplied by 3.25mm (suitable for clay, silt and sandy soil strata) or A25mm multiplied by 2.75mm (suitable for pebble and gravel strata), the downward driving angle is 30-40 degrees, the driving position of the foot-locking anchor pipe is mainly located in the silty clay during the construction process, the grouting slurry adopts cement liquid, the final pressure is controlled at 0.5Mpa for 1 min. Note that the lock pin anchor pipe must be welded to the main reinforcement of the steel grid.
And fifthly, installing the reinforcing mesh and the connecting ribs.
The splice bar adopts plum blossom mold to arrange, and straight section interval splice bar passes through straight threaded connection, and the splice bar of turning department adopts the welding form, and straight thread sleeve need twine the protection with the sticky tape in advance in order to prevent that shotcrete from getting into. The steel bar net pieces are phi 6mm, the distance between the steel bar net pieces is 150mm multiplied by 150mm, the lap joint length of the steel bar net pieces is 1-2 meshes, and the steel bar net pieces and the steel grating are firmly bound and fixed through binding wires; the reinforcing mesh is customized off-site, two sizes are used for avoiding waste caused by overlong lap joints due to the same size, and finally, the reinforcing mesh with a specific length is needed to be adopted when the reinforcing mesh is folded.
And sixthly, spraying concrete.
And after the steel grating is arranged, timely reporting and checking to seal the sprayed concrete. The sprayed concrete is C25 concrete, is mixed by a ground surface forced mixer, is fed through a feeding hole and is transported to the side of a spraying machine in transfer by an electric dump truck for standby. And (5) timely carrying out concrete spraying support after the steel grating erection and related matched construction are finished.
And seventhly, grouting the back of the primary support structure.
A backfill grouting pipe at the back of the primary support structure adopts an A42 multiplied by 3.25, L is 0.9m/0.95m steel pipe, and the exposed 0.1m embedding depth is 0.5 m; radial compensation slip casting pipe adopts A42 x 3.25, and L2 m 2.05m steel pipe exposes 0.1m, and the slip casting pipe buries the degree of depth and is 1.6m, and the construction back of just propping up the structure in time is annotated 1 to the space behind the just structure: 1, filling cement paste.
The construction method of the transfer passage for the downward-penetrating pipeline utilizes the combination of the middle partition wall method and the crossed middle partition wall method to construct the transfer passage for downward-penetrating pipelines, on one hand, the settlement control of the downward-penetrating pipelines is better, and the construction safety is ensured; on the other hand, the transfer passage shortens the construction period and reduces the construction cost.
The CD method is a construction method for excavating one side of a tunnel in parts, constructing a middle partition wall and then excavating the other side in parts in a weak surrounding rock large-span tunnel.
The CRD method is a construction method for excavating one side of a tunnel in a large-span tunnel of weak surrounding rock, constructing a middle partition wall and a diaphragm plate (in this embodiment, the diaphragm plate is a temporary inverted arch, and the temporary inverted arch does not spray concrete), excavating the other side of the tunnel in a divided manner, and completing construction of the diaphragm plate. Namely, the tunnel is divided into N sections for excavation.
The CD method differs from the CRD method in that the CRD method is a temporary invert, and the CD method does not have this step.
The CRD construction process principle is as follows:
the method of reserving the core soil by the CRD method is adopted to divide the large-section tunnel into 4 relatively independent small chambers for construction. The CRD construction method follows the construction principle of 'small subsection, short step, short circulation, fast sealing, duty measurement and strong support', and the construction method is from top to bottom, is divided into rings, is supported along with excavation and is used for making primary support in time. And after the vault settlement and convergence of the primary supporting structure (namely the primary supporting structure) are basically stable, removing the temporary middle partition wall and the temporary inverted arch in the primary supporting structure from top to bottom, and then constructing.
The CRD method is suitable for large excavation span and strict control on surrounding rock settlement deformation, adopts the CRD method for excavation, and has the advantages of a step method and a double-side-wall pit guiding method because each step of excavation is respectively sealed to form a ring, thereby being beneficial to the stability of the surrounding rock and ensuring the construction safety.
It should be noted that the structures, ratios, sizes, and the like shown in the drawings attached to the present specification are only used for matching the disclosure of the present specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions of the present invention, so that the present invention has no technical essence, and any structural modification, ratio relationship change, or size adjustment should still fall within the scope of the present invention without affecting the efficacy and the achievable purpose of the present invention. In addition, the terms "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for clarity of description, and are not intended to limit the scope of the present invention, and the relative relationship between the terms and the terms is not to be construed as a scope of the present invention.
While the present invention has been described in detail and with reference to the embodiments thereof as illustrated in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the invention is to be defined by the scope of the appended claims.
Claims (8)
1. A construction method of a transfer passage for passing a pipeline downwards is characterized in that the transfer passage passes the existing pipeline downwards along the length direction of the existing pipeline, and the construction method comprises the following steps:
excavating to the lower part of one end, close to the initial end, of the existing pipeline at the initial end of the transfer channel by a cross middle partition wall method, and constructing a primary support structure in the excavated transfer channel;
monitoring the settlement condition of the earth surface and the existing pipeline and the deformation condition of the primary support structure;
and after the existing pipeline, the ground surface and the primary support structure are settled stably, continuously excavating to the terminal of the transfer channel by a middle partition wall method.
2. The method as claimed in claim 1, wherein the temporary blocking of the tunnel face of each pilot tunnel is performed after the primary support structure in each pilot tunnel is constructed.
3. The method as claimed in claim 2, wherein the step of temporarily blocking the tunnel face of the corresponding pilot tunnel comprises:
providing a steel bar net piece, and paving the steel bar net piece on the tunnel face;
and providing concrete mortar, and spraying the concrete mortar on the reinforcing mesh sheets to be solidified to form the temporary end wall.
4. The method as claimed in claim 1, wherein the arch soil at the beginning of the transfer passage is grouted to form a forepoling before the transfer passage is dug.
5. The method for constructing a transfer passage of an underpass pipeline as claimed in claim 1, wherein the deformation of the primary support structure comprises: the method comprises the steps of vault settlement of the primary support structure, monitoring of bottom uplift of the primary support structure and clearance convergence of the primary support structure.
6. The construction method of the transfer passage of the underpass pipeline as claimed in claim 5, wherein when the control value of the allowable displacement of the settlement of the vault of the primary support structure is less than 20mm, the control value of the average rate of the settlement displacement is less than 2mm/d, and the control value of the maximum rate of the settlement displacement is less than 5 mm/d; the control value of allowable displacement of the bulge at the bottom of the primary support structure is 10mm, the control value of average rate of bulge displacement is 2mm/d, and the control value of maximum rate of bulge displacement is 5 mm/d; and when the clearance convergence allowable displacement control value of the primary support structure is 10mm, the clearance convergence average displacement rate control value is 1mm/d, and the clearance convergence maximum displacement rate control value is 3mm/d, the deformation stability of the primary support structure is judged.
7. The method as claimed in claim 1, wherein the settlement of the ground surface is determined to be stable when the control value of the allowable settlement displacement of the ground surface is less than 30mm, the control value of the average rate of settlement displacement is less than 2mm/d, and the control value of the maximum rate of settlement displacement is less than 5 mm/d.
8. The method of constructing a transfer passage for a drop-through pipeline according to claim 1, wherein it is determined that the existing pipeline is settled stably when the control value of the settlement allowable displacement of the existing pipeline is less than 10mm, the control value of the average rate of settlement displacement is less than 2mm/d, and the control value of the inclination is less than 0.005.
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| CN112855213B (en) * | 2021-01-26 | 2022-05-27 | 中建八局轨道交通建设有限公司 | Construction method of primary support structure of transfer passage at existing station |
| CN114135318A (en) * | 2021-12-06 | 2022-03-04 | 江西丰强科技发展有限公司 | Closely-adhered underpass tunnel lining structure and construction method thereof |
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