CN107327306B - Construction method for excavating superposed tunnels under urban shallow-buried condition - Google Patents
Construction method for excavating superposed tunnels under urban shallow-buried condition Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 87
- 238000009412 basement excavation Methods 0.000 claims abstract description 57
- 238000005553 drilling Methods 0.000 claims abstract description 42
- 238000005422 blasting Methods 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 35
- 230000003068 static effect Effects 0.000 claims abstract description 35
- 238000005520 cutting process Methods 0.000 claims abstract description 7
- 239000010410 layer Substances 0.000 claims description 52
- 239000011435 rock Substances 0.000 claims description 51
- 239000004567 concrete Substances 0.000 claims description 11
- 230000000694 effects Effects 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 238000006243 chemical reaction Methods 0.000 claims description 6
- 238000009826 distribution Methods 0.000 claims description 4
- 239000002344 surface layer Substances 0.000 claims description 2
- 230000001681 protective effect Effects 0.000 abstract description 3
- 239000003814 drug Substances 0.000 description 10
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 230000035484 reaction time Effects 0.000 description 3
- 238000002791 soaking Methods 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 208000029152 Small face Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007664 blowing Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000000691 measurement method Methods 0.000 description 1
- 239000000575 pesticide Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002441 reversible effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000009966 trimming Methods 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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
- E21D9/10—Making by using boring or cutting 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/1053—Making by using boring or cutting machines for making a slit along the perimeter of the tunnel profile, the remaining core being removed subsequently, e.g. by blasting
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- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
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Abstract
The invention discloses a construction method for excavating superposed tunnels under urban shallow burying conditions, which relates to the technical field of tunnel construction methods, wherein the excavation of an upper-layer main tunnel is constructed by a CRD method, the left side and the right side of the upper-layer main tunnel are sequentially divided into at least two pilot pits from top to bottom, and the divided sides are sequentially excavated from top to bottom and necessary primary support and temporary support are carried out; constructing the left side and the right side of the upper layer main tunnel in sequence, excavating the upper pilot pits of each side by adopting a drilling machine to horizontally drill and core and a breaking hammer to break, and excavating the other pilot pits by adopting a static blasting mode; the method comprises the steps of firstly excavating an upper-layer main tunnel, then excavating a lower-layer tunnel, and excavating the lower-layer tunnel in a mechanical cutting and breaking hammer crushing mode. The method is suitable for shallow buried tunnels with buried depth not less than 5 m and excavation section not more than 150 square meters and without unfavorable geological conditions (such as faults, broken zones and the like), has high requirement on the surrounding environment, needs vibration-free protective construction, and has quick construction process.
Description
Technical Field
The invention relates to a tunnel construction method, in particular to an excavation construction method of a superposed tunnel under a shallow-buried condition of a city.
Background
At present, in highway tunnel construction, the influence of city overall planning and operation lines is avoided, the tunnel construction inevitably passes below intensive ground buildings (structures), the safety of tunnel construction body construction needs to be ensured, and the problem of influence of tunnel construction on nearby existing buildings needs to be properly solved.
The superposition form of the highway tunnel and the electric power tunnel is established under the urban shallow-buried condition, and the method is still the first creation at present. The highway tunnel is upper main tunnel, and the electric power tunnel is lower floor's tunnel, and the electric power tunnel is located the highway tunnel under, because stack tunnel upper portion earth's surface structure is intensive and old, requires in the work progress: the device has no disturbance to surrounding rocks and earth surface structures, and does not influence the normal working life of surrounding residents; the control of the excavated wound surface is good, redundant excavation is avoided, and the excavation engineering quantity is reduced; the construction process is accelerated, and the effective utilization rate of manpower and material resources is improved.
Disclosure of Invention
The invention aims to provide a special excavation construction method for superposed tunnels under urban shallow-buried conditions, which is suitable for shallow-buried tunnels with buried depth of not less than 5 meters and excavation section of not more than 150 square meters and without unfavorable geological conditions (such as faults, broken zones and the like), has high requirement on the surrounding environment, does not need vibration-free protective construction, and has quick construction process.
Therefore, the technical scheme adopted by the invention is as follows: the utility model provides a stack tunnel excavation construction method under shallow buried condition in city, the stack tunnel includes upper main tunnel and lower floor's tunnel, and lower floor's tunnel is located the upper main tunnel under, and the construction section of lower floor's tunnel is less than the construction section of upper main tunnel, and the construction is carried out according to following step:
the method comprises the following steps that firstly, an upper-layer main tunnel is excavated by adopting a CRD method, the left side and the right side of the upper-layer main tunnel are sequentially divided into at least two pilot pits from top to bottom, excavation is sequentially carried out from top to bottom on the divided sides, and necessary primary support and temporary support are carried out;
(1) an upper pilot tunnel of the upper main tunnel is horizontally drilled and cored along an upper pilot tunnel contour line by adopting a drilling machine, and then a breaking hammer is adopted to break rock masses in the upper pilot tunnel, so that an enough blank surface is provided for later static blasting of other pilot tunnel construction;
(2) adopting static blasting excavation for the rest pilot tunnels of the upper main tunnel, using a silent breaking agent to generate expansive force through chemical reaction, breaking the self-stability tensile resistance of the rock body to achieve the rock body breaking effect, and then adopting a breaking hammer to break the rock body in the pilot tunnels;
and secondly, excavating the lower layer tunnel by adopting a mode of expanding an excavation surface layer by layer from top to bottom, wherein the cross section of the excavation section of the first layer is rectangular, the cross sections of all the excavation sections of all the other layers are in a concave shape, and after a rock cutting machine is adopted to cut along the contour line of the excavation layer to form a face empty surface, a breaking hammer is adopted to break rock masses in the excavation layer.
Preferably, the upper-layer main tunnel is a road tunnel, the lower-layer tunnel is an electric power tunnel, when an inverted arch is constructed after the road tunnel is excavated, the part of the middle of the inverted arch, which is right opposite to the electric power tunnel, is the reserved electric power tunnel part of the upper-layer main tunnel, the reserved electric power tunnel part of the upper-layer main tunnel is not made of concrete, but reinforcing steel bar joints of the inverted arch in the middle are reserved at the left end and the right end, and reinforcing steel bars in the middle of the inverted arch are mechanically connected through the reserved reinforcing steel bar joints after the lower-layer tunnel is excavated and are constructed. The reserved electric power tunnel part of the inverted arch of the upper main tunnel is arranged, concrete is not made temporarily, on one hand, the using amount of the concrete can be saved, on the other hand, the amount of broken reinforced concrete is reduced, the cost is further saved, the construction efficiency is improved, and the construction process is accelerated; and a steel bar joint of the middle inverted arch is reserved, so that the mechanical connection steel bars can be conveniently used for applying concrete after the excavation of the lower-layer tunnel is finished, and the inverted arch construction of the upper-layer main tunnel is finished.
Furthermore, the left side and the right side of the upper layer main tunnel are sequentially divided into an upper pilot pit, a middle pilot pit and a lower pilot pit from top to bottom, when the static blasting construction of the middle pilot pit is carried out, the surrounding rocks in the middle of the middle pilot pit are subjected to vertical drilling and charging static blasting, the surrounding rocks on the left side and the right side of the middle pilot pit are subjected to charging static blasting along the horizontal drilling of the tunnel, and the middle pilot pit adopts an excavation mode of firstly middle and secondly two sides; the static blasting construction of the lower pilot tunnel adopts vertical drilling and charging static blasting, and all the static blasting charges of the pilot tunnel adopt a mode of reversely charging from the blank face. Because the middle pilot tunnel is close to the arching position, and the spatial position of one side close to the arching position is limited, the vertical drilling of the drilling machine is inconvenient, and the vertical drilling, blasting and crushing of the middle part of the middle pilot tunnel are firstly carried out by utilizing a free surface formed after the upper pilot tunnel construction; and the empty face formed after the middle part of the middle pilot tunnel is excavated is utilized to carry out horizontal drilling, blasting and crushing along the tunnel at two sides of the middle pilot tunnel, and the middle pilot tunnel is excavated in three parts, so that the construction efficiency is improved obviously.
Furthermore, the rock stratum distribution condition is recorded in detail through exposed rock cores of the pilot tunnel on the upper layer of the main tunnel, advanced geological forecast is carried out, and geological basis is provided for subsequent construction. Generally, horizontal drilling coring is convenient for breaking by a breaking hammer, and the exposed rock core is used for advanced geological prediction, so that the horizontal drilling coring has a good guiding effect on subsequent construction.
The invention has the beneficial effects that: constructing the left side and the right side of the upper layer main tunnel in sequence, excavating the upper pilot pits of each side by adopting a drilling machine to horizontally drill and core and a breaking hammer to break, and excavating the other pilot pits by adopting a static blasting mode; the method comprises the steps of firstly excavating an upper-layer main tunnel, then excavating a lower-layer tunnel, and excavating the lower-layer tunnel in a mechanical cutting and breaking hammer crushing mode. The construction method has the following characteristics:
(1) the device has no disturbance to surrounding rocks and earth surface structures, and does not influence the normal working life of surrounding residents;
(2) the control of the excavated wound surface is good, super-short excavation is avoided, and the excavation engineering quantity is reduced;
(3) the process is advanced, feasible and strong in operability, and has high popularization and application values.
Drawings
FIG. 1 is a flow chart of a construction process of the method.
Fig. 2 is a flow chart of a pit-guiding drilling coring process on a road tunnel.
Fig. 3 is a flow chart of static blasting process for middle and lower pilot pits of a highway tunnel.
Fig. 4 is an elevation view of the construction steps of the road tunnel CRD method.
FIG. 5 is a top view of the construction steps of the CRD method of the highway tunnel.
Fig. 6 is a layout view of a core drilling vertical surface of a guide pit at the upper left of a road tunnel.
Fig. 7 is a process flow of the excavation construction of the electric power tunnel.
Fig. 8 is a layout view of the excavation face of the electric power tunnel.
Fig. 9 is a plan view of a road tunnel before an electric power tunnel is excavated.
Detailed Description
The invention will be further illustrated by the following examples in conjunction with the accompanying drawings:
a construction method for excavating superposed tunnels under urban shallow burying conditions is disclosed, as shown in figure 1, and comprises the following steps:
the method comprises the steps that firstly, an upper-layer main tunnel (such as a highway tunnel) is excavated and constructed by a CRD method, the left side and the right side of the upper-layer main tunnel are sequentially divided into an upper pilot pit, a middle pilot pit and a lower pilot pit from top to bottom, excavation is carried out on the divided sides from top to bottom, and corresponding primary support and temporary support are carried out after each pilot pit is excavated. The left side and the right side of the upper layer main tunnel are at least provided with two guide pits from top to bottom.
(1) And (3) horizontally drilling and coring by an upper pilot tunnel and crushing by a breaking hammer: an upper pilot tunnel of the upper main tunnel is horizontally drilled and cored along an upper pilot tunnel contour line by adopting a drilling machine, then a breaking hammer is adopted to break rock masses in the upper pilot tunnel, so that a sufficient blank surface is provided for later static blasting and other pilot tunnel construction, and the blank surface is trimmed and formed; in addition, the rock stratum distribution condition is recorded in detail through the exposed rock core, advanced geological forecast is carried out, and geological basis is provided for subsequent construction.
(2) The middle and lower pilot pits adopt static blasting: and (3) adopting static blasting excavation for the rest pilot pits of the upper main tunnel, using a silent breaking agent to generate expansive force through chemical reaction, breaking the self-stability tensile resistance of the rock body to achieve the rock body breaking effect, then adopting a breaking hammer to break the rock body in the pilot pits, and finishing and forming.
The construction of the upper main tunnel can effectively control the over-under excavation of the tunnel and has no disturbance to surrounding rock masses and earth surface structures, so that the main tunnel can be safely and smoothly constructed.
Preferably, when the static blasting construction of the middle pilot tunnel is carried out, the surrounding rocks in the middle of the middle pilot tunnel are subjected to vertical drilling and charging static blasting, the surrounding rocks on the left side and the right side of the middle pilot tunnel are subjected to horizontal drilling and charging static blasting along the radial direction of the tunnel, and the middle pilot tunnel is subjected to excavation in a mode of firstly carrying out middle blasting and then carrying out two sides blasting; the static blasting construction of the lower pilot tunnel adopts vertical drilling and charging static blasting, and all the static blasting charges of the pilot tunnel adopt a mode of reversely charging from the blank face.
Step two, excavating the lower layer of tunnel by mechanical cutting and breaking hammer crushing: the excavation of the lower layer tunnel (such as an electric power tunnel) is carried out in a mode that an excavation surface is enlarged layer by layer from top to bottom, except that the cross section of the excavation section of the first layer is rectangular, the cross sections of the excavation sections of all the other layers are in a concave shape, a rock cutting machine is adopted firstly to cut along the contour line of the excavation layer to form a free surface, and then a breaking hammer is adopted to break rock masses in the excavation layer.
For example, the lower tunnel is excavated in four layers, but not limited to four layers; the rock cutting machine is preferably a circular saw, and is convenient to operate and high in construction efficiency.
Preferably, when the inverted arch is constructed after the road tunnel is excavated, the part of the inverted arch, which is opposite to the power tunnel, is a reserved power tunnel part of the upper main tunnel, the reserved power tunnel part of the upper main tunnel is not constructed with concrete, the left end and the right end of the upper main tunnel are reserved with steel bar joints of the middle inverted arch, and after the lower tunnel is excavated, the steel bars at the middle part of the inverted arch are mechanically connected through the steel bar joints and are constructed with concrete.
The operation key points and the requirements in the construction of the upper main tunnel (highway tunnel) are as follows:
1. the operation key points of pit guiding are as follows:
the core drilling of the upper pilot tunnel is carried out by a drilling machine with the diameter of 110mm, the size of a probing hole formed by the drilling machine can be correspondingly adjusted according to the construction requirement (the construction process flow of the horizontal drilling with the diameter of 110mm is shown in figure 2), and the specific requirements in the construction are as follows:
(1) drilling depth: because the tunnel excavation surrounding rock condition is better, according to the construction actual conditions, confirm that the one-time drilling depth of exploratory hole is 3 meters, guarantee safe construction.
(2) Mechanical pore-forming: and selecting a professional horizontal drilling machine, and performing advanced geological exploration on the front rock mass while breaking the rock mass.
(3) Core recording: the exposed rock needs to be recorded in detail, and an effective basis is provided for the setting of later-stage static blasting parameters.
2. The middle and lower pit guiding operation key points are as follows:
static blasting comprises two parts of crushing a rock body by using a silent crushing agent and mechanically removing the silent crushing agent, wherein an upper guide pit which is excavated is a blank surface, the silent crushing agent is used for generating expansion force through chemical reaction, the self-stability tensile resistance of the damaged rock body achieves the effect of crushing the rock body, then the rock body is mechanically crushed, and trimming and forming are carried out (the process flow of the static blasting construction of the middle and lower guide pits is shown in figure 3).
3. The concrete requirements in construction include the following:
3.1 borehole parameter determination
Before static blasting drilling hole distribution, at least more than one blank face is determined, and the drilling direction is parallel to the blank face as far as possible; the same row of bores should be kept as flat as possible. The more empty faces, the larger the unit broken stone amount, and the higher the economic benefit. After the crushing plan is determined, the drill is first used to drill a hole. The hole diameter, pitch, depth and crushing design are determined according to the specific situation of the object to be crushed. Such as rock behavior, joints, size of the object being fractured, etc. Pitch to row (resist line distance) arrangement: the hole pitch and the row pitch have a direct relation with the rock hardness, the larger the hardness is, the smaller the hole pitch and the row pitch are, otherwise, the hole pitch and the row pitch are arranged, and the drilling data can be carried out by referring to the following table:
drilling parameter reference table
3.2 excavation mode
The upper main tunnel is excavated by adopting a CRD method, and the excavation step sequence is shown in figure 4. The main steps of the CRD construction are shown as sequence numbers in figure 4:
(1) constructing an advance support;
(2) excavating the upper part of the left pilot tunnel;
(3) primary support and temporary support are carried out on the upper part of the left pilot tunnel;
(4) excavating the middle part of the left pilot tunnel;
(5) primary supporting and temporary supporting are carried out on the middle part of the left pilot tunnel;
(6) excavating the lower part of the left pilot tunnel;
(7) primary support and temporary support at the lower part of the left pilot tunnel;
(8) excavating the upper part of the right pilot tunnel;
(9) primary support and temporary support are carried out on the upper part of the right pilot tunnel;
(10) excavating the middle part of the right pilot tunnel;
(11) primary supporting in the middle of the right pilot tunnel;
(12) excavating the lower part of the right pilot tunnel;
(13) primary support at the lower part of the right pilot tunnel and removing the temporary support;
(14) constructing an inverted arch;
(15) and determining to pour secondary mold pouring concrete of the side wall and the arch part according to the monitoring measurement result.
FIG. 5 is a top view of the upper main tunnel construction step, which properly increases the excavation length per cycle to speed up the construction process; the section is distributed in a segmented mode to form a production line operation mode, and the effective utilization rate of manpower and material resources is improved.
3.3 construction of small overhead left pilot tunnel
And (3) after the excavation is finished and the pilot hole is filled, constructing a primary support and a temporary support in time, sealing the primary support and the temporary support into a ring, and combining the ring with the figures 4 and 6 to form the pilot hole on the small face. Wherein the eyelet parameters are designed as follows: and the aperture is 110mm, and excavation drilling is carried out strictly according to the excavation contour line in the measurement lofting.
3.4 construction of left and middle pilot tunnel of large face
For the construction of being convenient for, well pilot tunnel middle part is adopted the static blasting form excavation of vertical drilling, compares with the static blasting of level, and vertical cloth hole construction drilling, charging speed are faster, and reaction time can shorten relatively, and the medicament produces lateral pressure and is greater than vertical pressure, and effective utilization is higher. Considering that the operation width of the manual drilling on the left side and the right side is not enough, and the middle part blasting finishes and leaves enough blank face for the left side and the right side, so the surrounding rock on the left side and the right side of the pilot tunnel adopts horizontal drilling along the tunnel, wherein the hole parameters are designed as follows: the aperture is 40mm, the pitch is 300mm, the rejection rate is 300mm, and the reaction time of the medicament is preferably 30-35 minutes.
3.5 lower left pilot tunnel construction
And when the construction of the left middle pilot tunnel is finished and the construction of the left lower pilot tunnel is carried out, the vertical drilling static blasting form is adopted for excavation. Wherein the eyelet parameters are designed as follows: the hole diameter is 40mm, the pitch is 300mm, the row spacing is 300mm, the hole depth is 2500-3500 mm, and the design grading height is divided. The excavation footage can be correspondingly increased on the premise of ensuring the safety of the support. The construction is carried out in a mode of centralized charging and presplitting in areas by each advancing ruler, the operation is carried out in a mode of reverse charging from an empty surface, and the reaction time of the medicament is determined according to the number of holes and the number of charged persons.
3.6 Right pilot tunnel construction
The construction method of the right pilot hole is the same as that of the left pilot hole, and the construction is started after the primary support and the temporary support of the left pilot hole are sealed into a ring.
3.7 drilling operations
(1) The diameter of the drilled hole has a direct relation with the crushing effect, and the drilled hole is too small, so that the full exertion of the effect of the medicament is not facilitated; the hole drilling is too big, easily punches a hole. Blast hole preferred parameters: the aperture is 35-40 mm, the pitch of the holes is 30cm, the row pitch is 30cm, and the depth is correspondingly adjusted according to different parts.
(2) And (4) blowing and washing residual water and residual ash in the drilled hole by using high-pressure air, and cleaning the soil-free stone ballast beside the hole opening.
3.8 charging operation
(1) Horizontal charging: firstly, filling a high-strength long fiber paper bag with a diameter slightly smaller than that of a drilled hole with a medicament, putting the high-strength long fiber paper bag into a basin according to the quantity of cartridges required by one operation cycle, pouring clean water for completely soaking, taking out the cartridges when the cartridges are fully wet for about 50 seconds and do not bubble completely, filling the cartridges one by one from the bottom of the drilled hole, poking tightly, and densely filling the cartridges into the holes, namely, intensively soaking, fully soaking, filling one by one, and respectively tamping.
(2) Vertical charging: the medicament is stirred and then is directly poured into the hole by a vessel, and small stones cannot be accumulated around the hole opening, so that the punching is prevented from hurting people.
(3) The crushing construction operators should adopt a small group mode, and the number of holes for installing the holes in each group of construction workers in each operation cycle process cannot be too large.
(4) The dosage of the pesticide in each mixing can not exceed the actual work amount.
(5) The filling groups should be kept synchronous in the processes of taking, adding water, mixing and filling, so that the maximum expansion pressure of the medicament in each hole can be kept to appear at the same time, and the crushing of rocks is facilitated.
(6) During filling, the agent that has already started to react chemically (as evidenced by the onset of gassing and hot hands) is not allowed to fill the hole.
(7) The time from the addition of the medicament to the water to the end of filling cannot exceed ten minutes, otherwise the holes are easily punched.
(8) After the rock is just cracked, water can be added into the cracks to support the continuous reaction of the medicament, so that a better effect can be obtained.
3.9 crushing operation
(1) The excavator which is suitable for section requirements and provided with the hydraulic breaking head is selected and provided with an operating hand with skillful technology.
(2) After the complete reaction of the medicament is determined, rock crushing is carried out, a specially-assigned person is arranged for watching during construction, cross operation is strictly forbidden, and people are prevented from being injured by rock collapse.
The operation main points in the construction of the lower layer tunnel (electric power tunnel) are as follows:
the excavation construction process flow of the electric power tunnel is shown in figure 7, the electric power tunnel is excavated by adopting an open excavation method, the excavated surfaces are enlarged from top to bottom and layer by layer, excavation is performed in the sequence from the first to the fourth (shown in figure 8), the layout of the excavated vertical surface of the electric power tunnel is shown in figure 8, the top view of the road tunnel before excavation of the electric power tunnel is shown in figure 9, as can be seen from figure 9, when an inverted arch is formed after excavation of the road tunnel is completed, the part of the middle of the inverted arch, which is right opposite to the electric power tunnel, is the reserved electric power tunnel part of the upper main tunnel, concrete is not formed in the reserved electric power tunnel part of the upper main tunnel, steel bar joints of the inverted arch in the middle are reserved at the left end and the right end, and steel bars in the middle of the inverted arch are.
Monitoring technology and analysis in construction process
The key for ensuring the engineering construction safety is to monitor the change condition of buildings (structures) around the tunnel in the whole process, measure the dynamic settlement value caused by the construction stage of each main process in time, compare the dynamic settlement value with an analysis calculated value and feed back the guidance design and construction in time. See table below for the main monitoring.
Tunnel field monitoring measurement item and measurement method
The construction method is safe, feasible, simple and easy to construct and apply and has operability by researching and applying the comprehensive excavation technology of the large-section tunnel under the shallow-buried condition. The verification proves that the construction does not disturb surrounding rocks and earth surface structures, and the normal work and life of surrounding residents are not influenced. The method provides reliable decision basis and technical indexes for planning and building protective shallow-buried large-section tunnels similar to cities and outdoor undersubes, buildings and the like, and the novel construction method technology can promote the progress of underground engineering construction technology, so that the social benefit and the environmental benefit are remarkable.
Claims (2)
1. The utility model provides a stack tunnel excavation construction method under shallow buried condition in city which characterized in that, stack tunnel includes upper main tunnel and lower floor's tunnel, and lower floor's tunnel is located the upper main tunnel under, and the construction section of lower floor's tunnel is less than the construction section of upper main tunnel, and the construction is carried out according to following step:
the method comprises the following steps that firstly, an upper-layer main tunnel is excavated by adopting a CRD method, the left side and the right side of the upper-layer main tunnel are sequentially divided into at least two pilot pits from top to bottom, excavation is sequentially carried out on the divided sides from top to bottom, and corresponding primary support and temporary support are carried out;
(1) an upper pilot tunnel of the upper main tunnel is horizontally drilled and cored along an upper pilot tunnel contour line by adopting a drilling machine, and then a breaking hammer is adopted to break rock masses in the upper pilot tunnel, so that an enough blank surface is provided for later static blasting of other pilot tunnel construction;
(2) adopting static blasting excavation for the rest pilot tunnels of the upper main tunnel, using a silent breaking agent to generate expansive force through chemical reaction, breaking the self-stability tensile resistance of the rock body to achieve the rock body breaking effect, and then adopting a breaking hammer to break the rock body in the pilot tunnels;
secondly, excavating the lower layer of tunnel in a mode of expanding an excavation surface layer by layer from top to bottom, wherein except that the cross section of the excavation section of the first layer is rectangular, the cross sections of the excavation sections of other layers are in a concave shape, a rock cutting machine is adopted to cut along the contour line of the excavation layer to form a free surface, and then a breaking hammer is adopted to break rock masses in the excavation layer;
the upper-layer main tunnel is a highway tunnel, the lower-layer tunnel is an electric power tunnel, when an inverted arch is constructed after the highway tunnel is excavated, the part of the middle part of the inverted arch, which is right opposite to the electric power tunnel, is a reserved electric power tunnel part of the upper-layer main tunnel, concrete is not arranged on the reserved electric power tunnel part of the upper-layer main tunnel, but reinforcing steel bar joints of the middle inverted arch are reserved at the left end and the right end, and reinforcing steel bars at the middle part of the inverted arch are mechanically connected through the reserved reinforcing steel bar joints after the lower-layer tunnel is excavated and concrete is constructed;
the left side and the right side of the upper layer main tunnel are sequentially divided into an upper pilot tunnel, a middle pilot tunnel and a lower pilot tunnel from top to bottom, when the static blasting construction of the middle pilot tunnel is carried out, surrounding rocks in the middle of the middle pilot tunnel are subjected to vertical drilling and charging static blasting, surrounding rocks on the left side and the right side of the middle pilot tunnel are subjected to horizontal drilling and charging static blasting along the radial direction of the tunnel, and the middle pilot tunnel is subjected to excavation in a mode of firstly middle and secondly two sides; the static blasting construction of the lower pilot tunnel adopts vertical drilling and charging static blasting, and all the static blasting charges of the pilot tunnel adopt a mode of reversely charging from the blank face.
2. The excavation construction method for the superposed tunnel under the urban shallow-buried condition according to claim 1, characterized by comprising the following steps: and the rock stratum distribution condition is recorded in detail through exposed rock cores excavated in the pilot tunnel on the upper layer of the main tunnel, advanced geological forecast is carried out, and a geological basis is provided for subsequent construction.
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| CN110704917B (en) * | 2019-09-24 | 2023-02-03 | 中国国家铁路集团有限公司 | Method, device, equipment and storage medium for determining tunnel excavation inverted arch step distance |
| CN110905543A (en) * | 2019-10-22 | 2020-03-24 | 中冶交通建设集团有限公司 | Tunnel excavation method |
| CN111305847B (en) * | 2019-12-06 | 2021-02-09 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | Dynamic ultimate strength control method for ultra-shallow-buried underground excavation construction of urban underground engineering |
| CN112268490A (en) * | 2020-10-28 | 2021-01-26 | 中国安全生产科学研究院 | Blasting construction method for high-pressure gas transmission pipeline |
| CN114320315A (en) * | 2022-01-11 | 2022-04-12 | 湖南省通盛工程有限公司 | Pre-splitting method for tunnel driving construction |
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