CN110735641A - Construction method of transfer passage of underpass pipeline - Google Patents
Construction method of transfer passage of underpass pipeline Download PDFInfo
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- CN110735641A CN110735641A CN201911071346.XA CN201911071346A CN110735641A CN 110735641 A CN110735641 A CN 110735641A CN 201911071346 A CN201911071346 A CN 201911071346A CN 110735641 A CN110735641 A CN 110735641A
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- 238000012546 transfer Methods 0.000 title claims abstract description 76
- 238000010276 construction Methods 0.000 title claims abstract description 53
- 238000000034 method Methods 0.000 claims abstract description 42
- 238000005192 partition Methods 0.000 claims abstract description 15
- 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 34
- 239000010959 steel Substances 0.000 claims description 34
- 239000004567 concrete Substances 0.000 claims description 13
- 239000002689 soil Substances 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 238000004062 sedimentation Methods 0.000 description 21
- 241001023788 Cyttus traversi Species 0.000 description 19
- 238000009412 basement excavation Methods 0.000 description 10
- 230000002787 reinforcement Effects 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
- 238000010586 diagram Methods 0.000 description 3
- 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
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- 238000007789 sealing Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 239000002390 adhesive tape Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000000149 penetrating effect Effects 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
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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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- Geochemistry & Mineralogy (AREA)
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- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a construction method of a transfer channel of underpass pipelines, which comprises the steps of excavating from the initial end of the transfer channel to the lower part of end of an existing pipeline close to the initial end by a crossed middle partition wall method, 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 continuously excavating to the terminal end of the transfer channel by the middle partition wall method after the existing pipeline, the settlement of the earth surface and the deformation of the primary support structure are stable.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of transfer passages for downward-penetrating pipelines.
Background
The subway becomes which is the most indispensable part of the daily life of citizens, subway lines need to be newly added every year to meet the requirement of people on subway attendance, transfer channels need to be built to realize the connection between different line platforms along with the increase of the number of the lines, more and more transfer channels are arranged in the areas with dense pipelines in the city along with the increase of the number of stations, and how to effectively ensure the safety of the peripheral pipelines is the key point and difficulty 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 transfer passages with downward-penetrating pipelines is provided so as to solve the problem that the conventional tunnel construction method is adopted for the transfer passages with 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 construction method of kinds of transfer passages for passing a pipeline downwards, the transfer passages passing the existing pipeline downwards along the length direction of the existing pipeline, the construction method comprising the steps of:
excavating to the lower part of end of the existing pipeline close to the initial end at the initial end of the transfer passage by a cross septal wall method, and constructing the primary support structure in the excavated transfer passage;
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.
, after the construction of the primary support structure in each pilot holes, temporarily blocking the tunnel faces of the corresponding pilot holes.
, the step of temporarily blocking the tunnel face of the corresponding guide hole includes:
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.
And , before the transfer channel enters the hole and is excavated, grouting and reinforcing the arch soil at the starting end of the transfer channel to form a forepoling.
Further , the deformation of the primary structure includes a dome depression of the primary structure, a monitoring of a bottom crown of the primary structure, and a clearance convergence of the primary structure.
And , when the control value of the allowable sedimentation displacement of the arch top 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 5mm/d, the control value of the allowable uplift displacement of the bottom of the primary support structure is 10mm, the control value of the average uplift displacement rate is 2mm/d, and the control value of the maximum uplift displacement rate is 5mm/d, the control value of the allowable headroom convergence displacement of the primary support structure is 10mm, the control value of the average headroom convergence displacement rate is 1mm/d, and the control value of the maximum headroom convergence displacement rate is 3mm/d, determining that the deformation of the primary support structure is stable.
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, determining that the ground surface sedimentation is stable.
And , when the sedimentation allowed 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, determining that the existing pipeline is settled stably.
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, the settlement of the downward-penetrating pipeline is well controlled in aspects, the construction safety is guaranteed, in addition, in aspects, the construction period is shortened for the transfer passage, and the construction cost is reduced.
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 diagram of a broken horse head 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 the transfer passage broken by a tab , 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 construction method of a transfer passage for downward-passing pipelines, comprising the steps of:
s1, excavating to the lower part of the end of the existing pipeline 2 close to the initial end by a cross septal wall method (CRD method) at the initial end of the transfer passage 1, 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 construction of the horsehead part of the transfer passage 1 is key parts of the engineering, the vault of the transfer passage collapses due to the fact that construction measures are not in place, and accordingly settlement is caused, and further ground subsidence is caused, in order to guarantee the construction safety of the horsehead , before the horsehead is broken, soil mass at the vault part of the horsehead is subjected to grouting reinforcement according to a double-pipe deep-hole grouting and advanced small-duct reinforcement construction process strictly to be solidified to form an advanced support 5, a grouting reinforcement area is 1.5m outside the arch part and the side part of the transfer passage 1, the inner side of the profile is 0.5m, the grouting pressure is 0.5-1.0 MPa, the diffusion radius is 0.5m, grouting slurry is cement-water glass slurry, the grouting length is 8m, excavation is 6m, 2m is reserved as a follow-up deep-hole grouting stop wall, the reinforced soil mass is good in uniformity and self-standing performance, no water seepage exists on the tunnel face, and the compressive strength is 0.6-0.8 MPa, and the principle of small-2-per-small-duct arrangement principle.
The horsehead is constructed by dividing into 4 pilot tunnels according to a crossing middle 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) reinforcing the vault stratum at the horse head by circulating deep hole grouting on the vault soil body of the upper left pilot tunnel a of the transfer passage, and drilling a small guide pipe.
Before horse head 's construction operation, in time set up horse head 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 whole height of support body is 2170mm, and the support body adds all around establishes oblique pull rod, in time demolishs the temporary operation frame after the construction of upper step is accomplished to the construction operation of carrying out the lower step.
S12 is excavated to the lower part of end of the existing pipeline 2 close to the initial end at the initial end of the transfer passage 1 by a cross partition wall method, and the primary support structure 3 is constructed in the excavated transfer passage 1.
Specifically, step S12 includes:
and S121, after completing the th circulating deep hole grouting, removing the fender post 6 at the horsehead of the upper left pilot tunnel a in a segmented mode, erecting a th steel grating of the upper left pilot tunnel a in the plane of the station enclosure structure and welding the steel grating and the steel bars of the broken fender post 6 to form a body, then excavating the upper left pilot tunnel a, and constructing a primary support structure.
The vault of the horsehead of the transfer passage is reinforced in advance by grouting to reach strength, and the horsehead of the transfer passage is broken after the horsehead passes the condition acceptance.
Referring to fig. 4 and 9, the fender 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 position of a horse head is erected, the primary support structure of the transfer passage comprises a steel grating 31 and a temporary inverted arch 32, the steel grating 31 and the temporary inverted arch 32 are connected into a ring, and concrete is sprayed on the steel grating 31 to be solidified to form the 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 guard piles 6 at the horseheads of the lower step of the upper left pilot tunnel a and the lower left pilot tunnel b are broken, and the steel grating 31 at the horsehead 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 construction of the primary support structure 3 in every pilot tunnels, the step of temporarily plugging the tunnel face of the corresponding pilot tunnel comprises the following steps:
preferred embodiments are that the mesh of reinforcing bars is connected 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 sheet, a steel grating, longitudinal connecting ribs and sprayed concrete, because the horsehead enters a hole and enters a turning section of the transfer passage, the steel grating can not be densely arranged, in order to ensure the construction safety of the horsehead , a temporary inverted arch is additionally arranged within 10m before the horsehead enters the hole, after the transfer passage is constructed to the position below the end, close to the initial end of the transfer passage, of an existing pipeline (a heat pipe ditch), according to the monitoring data condition, after the sedimentation of the existing pipeline 2 and the ground surface and the deformation of the primary support structure 3 are stable, the temporary inverted arch 32 is removed, after the temporary inverted arch is removed, the temporary inverted arch is continuously excavated to the terminal end of the transfer passage 1 according to the standard section construction step of a 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 preferred embodiments, the construction steps of the primary support structure are as follows:
, 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 an upper step in time to prevent the grating from sinking or inclining when no mistake is detected, the foot-locking anchor pipe adopts 1 steel welding pipe with the length of 2.0m, the length of 42.5mm multiplied by 3.25mm (suitable for clay, silt and sandy soil strata) or the length of A25mm multiplied by 2.75mm (suitable for pebble and round gravel strata), the downward driving angle is 30-40 degrees, the driving position of the foot-locking anchor rod is mainly located in silty clay during construction, grouting slurry adopts cement liquid, final pressure is controlled at 0.5MPa, and 1min is continued, and the foot-locking anchor pipe is required to be welded with main ribs of the steel grating.
And fifthly, installing the reinforcing mesh and the connecting ribs.
The connecting ribs are arranged in a quincunx mode, the connecting ribs in straight sections are connected through straight threads, the connecting ribs at turning positions are welded, the straight thread sleeves need to be wound and protected in advance through adhesive tapes to prevent sprayed concrete from entering, 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, the steel bar net pieces and the steel grating are firmly bound and fixed through binding wires, the steel bar net pieces are customized off-site, waste caused by overlong lap joint due to the same size of is avoided by dividing the two sizes, and finally the steel bar net pieces with specific lengths need to be adopted when being.
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 a plurality of pipelines, the settlement control of the downward-penetrating pipelines is better in aspects, the construction safety is ensured, in addition, in aspects, the transfer passage shortens the construction period and reduces the construction cost.
The CD method is a construction method in which, in a weak surrounding rock large-span tunnel, the side of the tunnel is excavated in parts, a middle partition wall is constructed, and then the other side is excavated in parts.
The CRD method is a construction method for excavating a tunnel in a weak surrounding rock large-span tunnel by dividing the tunnel into N sections, namely excavating the side, constructing a middle partition wall and a diaphragm plate (in the 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 by dividing the tunnel, and completing the construction of the diaphragm plate.
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 steps of excavation are 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 limitation of the implementable 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 range that the technical contents of the present invention can be covered without affecting the efficacy and the achievable purpose 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, construction method of transfer passage for downward passing pipeline, characterized in that the transfer passage downward passes existing pipeline along its length direction, the construction method includes following steps:
excavating to the lower part of end of the existing pipeline close to the initial end at the initial end of the transfer passage by a cross septal wall method, and constructing the primary support structure in the excavated transfer passage;
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 guide hole is performed after the primary support structure is constructed in every guide holes.
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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| 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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| CN110735641B (en) | 2021-10-15 |
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