CN109611103B - Method for reinforcing shield section suspended boulder group - Google Patents
Method for reinforcing shield section suspended boulder group Download PDFInfo
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- CN109611103B CN109611103B CN201910088869.9A CN201910088869A CN109611103B CN 109611103 B CN109611103 B CN 109611103B CN 201910088869 A CN201910088869 A CN 201910088869A CN 109611103 B CN109611103 B CN 109611103B
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- 238000000034 method Methods 0.000 title claims abstract description 62
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 28
- 238000010276 construction Methods 0.000 claims abstract description 42
- 230000005641 tunneling Effects 0.000 claims abstract description 33
- 230000002787 reinforcement Effects 0.000 claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 72
- 239000010959 steel Substances 0.000 claims description 72
- 239000002002 slurry Substances 0.000 claims description 26
- 239000004568 cement Substances 0.000 claims description 23
- 238000009412 basement excavation Methods 0.000 claims description 22
- 239000002689 soil Substances 0.000 claims description 17
- 239000004567 concrete Substances 0.000 claims description 13
- 239000002023 wood Substances 0.000 claims description 13
- 239000007788 liquid Substances 0.000 claims description 12
- 239000011435 rock Substances 0.000 claims description 11
- 238000005422 blasting Methods 0.000 claims description 10
- 239000011150 reinforced concrete Substances 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 239000003469 silicate cement Substances 0.000 claims description 6
- 229920000742 Cotton Polymers 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 239000003365 glass fiber Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 4
- 230000006835 compression Effects 0.000 description 4
- 238000007906 compression Methods 0.000 description 4
- 239000000725 suspension Substances 0.000 description 4
- 238000009933 burial Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000009972 noncorrosive effect Effects 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000010985 leather Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/065—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with devices for provisionally supporting the front face
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a method for reinforcing an upper suspended boulder group in a shield zone. The treatment method specifically comprises the steps of arranging guide holes parallel to the shield tunnels on the side surfaces of the shield tunnels or between the two shield tunnels, and arranging a pipe shed above the shield tunnels from the guide holes, wherein the guide holes are partially or wholly higher than the top surface of the shield tunnels, the guide holes are formed by opening holes in the inner wall of the shield tunnels after construction is completed behind a shield zone of an upper-suspended boulder group, the pipe shed supporting structure is 1-1.5 m away from the top surface of the shield tunnels, and finally grouting reinforcement is carried out within a range of 3m above the top of the tunnel, 5m outside the contour lines of the tunnel body and the outer edge line of the tunnel. The invention can effectively control the overstretched shield tunneling machine in the tunneling process of the upper soft section and the lower hard section, prevent boulders and ripraps above the tunnel from entering the front of the cutterhead, ensure the smooth tunneling of the shield and obtain good effect.
Description
Technical Field
The invention relates to the technical field of tunnel shield, in particular to a method for reinforcing an upper suspended boulder group in a shield section, which effectively controls the overside of a shield machine in the tunneling process of an upper soft section and a lower hard section, prevents boulders and ripraps above a tunnel from entering the front of a cutter head, ensures smooth tunneling of the shield, achieves good effect and provides precious experience and rich data for the shield similar to engineering geological conditions.
Background
With the continuous development of society, more and more cities are being constructed in large scale rail transit, more complex engineering geological conditions are encountered in the construction process, and more difficult engineering geological problems are also faced. The Guangzhou region is widely distributed with Yanshan-stage granite, which is controlled and influenced by geological conditions, magma components and surrounding rock material components, and hard spheroids, i.e. "boulders", which are not or slightly weathered, are easily developed during the weathering process. The shield construction is automatic and has high informatization degree, so that the method becomes a main mode of subway tunnel construction in China, the existence of boulders has great influence on the shield construction, and the ground subsidence and equipment damage are easy to cause, so that the construction period is influenced.
The boulder is usually pretreated by manual hole digging pile digging, ground drilling blasting and the like, or eliminated by an in-hole hydraulic splitter in the shield tunneling process. The former is suitable for the conditions of good ground working condition, no other building and the like; the latter is suitable for the conditions of stable face, good geological conditions, etc. However, in actual construction, the shield often runs down through the existing building and the interval suspension boulder group is not effectively reinforced, and when the shield is in use, the boulder is easily dropped due to the unloading in front of and above the face of the tunnel, so that the machine is blocked, and the ground collapse accident can occur for serious people.
Disclosure of Invention
The invention provides a method for reinforcing a shield section upper suspension boulder group, which aims at the condition that a shield passes through an existing building and the section upper suspension boulder group, and can prevent boulders and ripraps above a tunnel from entering the front of a cutter head, so that the shield can be driven smoothly, and a good effect can be obtained.
The technical scheme provided by the invention is as follows: the method for reinforcing the shield interval suspended boulder group is characterized by comprising the following steps of:
(1) And constructing a pilot tunnel parallel to the shield tunnel on one side of the shield tunnel or between two shield tunnels, wherein the pilot tunnel is partially or wholly higher than the top surface of the shield tunnel, and is formed by opening a hole on the inner wall of the shield tunnel after construction is completed behind a shield section of an upper-suspended boulder group, and the concrete construction steps are as follows:
a. determining the position of a pilot tunnel opening, selecting a full-section rock-applying section behind a shield section of an upper-suspended boulder group at the opening position, and performing supplementary grouting for 8-12 annular pipe sheets before and after the opening position to ensure that the back of the pipe sheet is compact;
b. steel support reinforcement is carried out on 3-5 annular pipe sheets on two sides of the hole part;
c. setting out the hole position, marking on the pipe piece, reinforcing the pipe shed support of the pipe piece to be cut at a position 45-55 cm away from the excavation outline, cutting the pipe piece at the hole position after the reinforcing, and applying a hole ring beam at the hole position, wherein when the strength of the hole ring beam concrete reaches 100% of design, a mine entry method is adopted to excavate a pilot tunnel;
d. the pilot tunnel is excavated towards the shield direction along a line parallel to the shield tunnel, wherein the hard rock section pilot tunnel is excavated by adopting a step blasting method, the full-section soft soil stratum pilot tunnel is reinforced by adopting full-section grouting, and the step method is excavated;
e. after the pilot tunnel is excavated, constructing a pilot tunnel supporting structure by adopting a spray anchor construction method aiming at the pilot tunnel, and constructing reinforced concrete with the thickness of 15-25 cm on a bottom plate of the pilot tunnel supporting structure;
(2) After the pilot tunnel excavation supporting is completed, a pipe shed supporting is applied from the inside of the pilot tunnel to the position 1-1.5 m above the arch top of the tunnel positive tunnel;
(3) After the pipe shed supporting construction is completed, grouting and reinforcing are carried out within a range of 3 meters above the top of the tunnel hole, 5 meters outside the outline of the tunnel hole body and the tunnel outer edge by adopting a WSS grouting process;
(4) After the pilot tunnel and supporting system construction is completed, the pilot tunnel and supporting system can enter the front of a cutter head through a cutter head opening of a shield tunneling machine, the panel of the cutter head is cleaned, in the shield tunneling process, the front of the cutter head is checked after every 30-50 cm of tunneling is carried out, and a hydraulic breaking hammer is adopted to break the fallen small-diameter boulder;
(5) Backfilling the pilot tunnel after the shield tunneling machine passes through the upper soft lower hard boulder group section, scanning the pilot tunnel and the upper part of the tunnel positive hole by adopting a geological radar after backfilling is finished, and grouting the part with the uncompacted holes, so that the ground safety is ensured.
The invention has the preferable technical scheme that: the steel support in the step b of the step (1) comprises a steel support ring and a plurality of I-shaped steel supports erected by the I-shaped steel, and each I-shaped steel of the steel support is welded with the steel support ring; the steel support ring arranged on the hole-opening ring is arranged at the joint of the hole-opening ring and the non-hole-opening ring adjacent to the hole-opening ring, the steel support ring arranged on the non-hole-opening ring is propped in the middle of the duct piece, and the steel support ring is tightly attached to the ring piece or is wedged by a wooden wedge.
The invention has the preferable technical scheme that: c, the length of the pipe shed constructed in the step (1) is 2.5-3.5 m, the circumferential spacing is 45-50 cm, and grouting is carried out on the pipe shed after the construction is completed; the ring beam with the hole adopts a C35 reinforced concrete structure; and checking the stress condition of the support piece before the pilot tunnel is excavated, and excavating the pilot tunnel after the stability and the strength of the support piece are ensured to meet the design requirements.
The invention has the preferable technical scheme that: before excavation in the step d of the step (1), an air gun is adopted to punch an advanced exploratory hole on a vault, when hard rock is confirmed, a step method is adopted to perform blasting excavation, a shield machine is used for protection in the blasting excavation process, a protection body is arranged on a trolley of the shield machine, the length of the protection body is 7-10 m and is as high as the top of a duct piece, a double-layer wood plate with the width of 25-35 cm and the thickness of 4-6 cm is adopted, cotton quilts are stuffed between the wood plates, the wood plates are covered with rubber sheets close to the duct piece side, the wood plates are positioned by steel bars, the steel wires are fixed, and the protection body is connected and fixed by I-steel and a duct piece support steel frame.
The invention has the preferable technical scheme that: in the step d of the step (1), aiming at the full-section soft soil stratum pilot tunnel excavation, cement-water glass double-liquid slurry is adopted for grouting, and the grouting range is 1.5-2.5 m outside an excavation contour line.
The invention has the preferable technical scheme that: in the step (1), a double-row advanced small guide pipe is adopted for advanced support in the range of 180 degrees of the arch part of the pilot tunnel support, I-steel is arranged on the whole ring of the primary support, double-layer reinforcing steel meshes are arranged, glass fiber reinforced anchor rods are arranged on the side walls, the arch frames are connected by connecting ribs, and foot locking anchor pipes are arranged at the positions of the arch frames, which are not fallen down; after the pilot tunnel construction is completed, the bottom plate is applied with reinforced concrete with the thickness of 15-25 cm.
The invention has the preferable technical scheme that: the pipe shed support in the step (2) adopts hot-rolled seamless steel pipes, the sections are 2-2.5 m, and the pipe shed support is connected by screw threads; 3 pieces of screw thread steel are inserted into the steel pipe and are arranged in a triangle; the tail end of the first pipe shed is arranged in a conical shape, a grouting hole is formed in the steel pipe, and a slurry stopping section with the diameter of 0.8-1.2 m is arranged at the tail end; when the pipe shed is arranged, two adjacent steel pipe joints are staggered in a mode of combining different pipe joints
The invention has the preferable technical scheme that: and (3) grouting the pipe shed support in the step (2) adopts 1:1 cement single-liquid slurry, the cement adopts P.O42.5 silicate cement, the initial grouting pressure is 0.5-1.0 Mpa, and the final grouting pressure is 1.5-2.0 Mpa.
The invention has the preferable technical scheme that: the grouting material for grouting reinforcement in the step (3) adopts cement-water glass double-liquid slurry, the cement adopts P.O42.5 silicate cement, the cement slurry water-cement ratio (weight ratio) is 1:1, and the cement slurry: the volume ratio of the water glass slurry is 1:1, and the grouting termination pressure is 2.5-3.0 Mpa.
The invention has the preferable technical scheme that: the guide hole backfilling in the step (5) is specifically to set a plurality of feeding holes on the ground, backfill the guide hole by adopting C15 plain concrete, and after the plain concrete backfilling is finished, carry out grouting backfilling on the guide hole, wherein the grouting slurry adopts cement single-liquid slurry with the cement ratio of 1:1.
After the reinforcement treatment is carried out by adopting the treatment method, the boulders smaller than the net spacing of the pipe shed can enter the soil bin through the cutter head opening and are transported out through the screw machine; after grouting reinforcement, the soil body in front of the cutterhead is stable, and under normal pressure, the soil body can enter the soil bin and the front of the cutterhead to clean the accumulated boulders, so that the cutterhead is operated, and abnormal abrasion of the cutter is reduced; the method can effectively control the overstretched state of the shield machine in the tunneling process of the upper soft section and the lower hard section, prevent boulders and ripraps above the tunnel from entering the front of the cutterhead, ensure the smooth tunneling of the shield and obtain good effects.
Drawings
FIG. 1 is a schematic diagram of a reinforcement structure distribution in an embodiment;
FIG. 2 is a longitudinal cut cross-sectional view of FIG. 1;
FIG. 3 is a schematic view of a right-hand geological section in an embodiment;
FIG. 4 is a schematic view of a left-hand geological section in an embodiment;
FIG. 5 is a schematic view of segment reinforcement at the opening of a pilot tunnel in an embodiment;
FIG. 6 is a schematic view of reinforcement of adjacent segments at the opening of the pilot tunnel in this embodiment;
FIG. 7 is a schematic view of a longitudinal cut section of the pilot tunnel in this embodiment;
FIG. 8 is a schematic cross-sectional view of a pipe shed according to the present invention.
In the figure: 1-shield tunnel, 1-right line shield tunnel, 1-2-left line shield tunnel, 2-pilot tunnel, 2-1-pilot tunnel opening, 2-pilot tunnel support, 2-3-reinforced concrete reinforcing layer, 3-hanging boulder group, 4-pipe shed support structure, 4-1-pipe shed steel pipe, 4-2-screw reinforcement, 5-steel bracket ring, 6-I-steel bracket, 7-shield machine, 8-grouting reinforcement layer and 9-shield segment.
Detailed Description
The invention will be further described with reference to the drawings and examples.
The construction process of the invention is further described by combining the embodiment, and the specific embodiment is aimed at construction of a certain region project in the Guanyi intercity rail traffic engineering, wherein the starting and stopping mileage GDK15+025-GDK19+780 of the region is 1345.7 m in length, and the construction process is started by a shield starting well and tunneled to an east city south station. The mileage of the right-line cutterhead is GDK18+918.3, the burial depth of a tunnel vault is 31.5 meters, the shield machine is also positioned under a three-layer natural basic factory building, the boundary line of a full-strong weathered rock face is positioned on the tunnel body, the tunnel is an upper soft and lower hard stratum, a large amount of boulders are contained in the full-weathered layer, and the geological section of the tunnel vault is shown in figure 3; the mileage of the left line cutterhead is GDZK18+913, the burial depth of the vault of the tunnel is 31.5 meters, the shield machine is positioned below a three-layer natural foundation plant, the boundary line of the full and strong weathered rock face is positioned on the tunnel body and is positioned on the upper soft and lower hard stratum, and the full weathered layer contains a large amount of orphan, and the geological section of the full weathered rock face is shown in figure 4. The ground geological survey shows that the GDK18+ 918.3-GDK18+849 sections in front of the tunnel are upper soft and lower hard strata, and the fully weathered layer contains a large amount of boulders, so that the pretreatment cannot be performed due to the limitation of site conditions.
When the right line is tunneled in the 451 th ring, a large amount of boulders enter the soil bin, so that three active stirring rods on the cutterhead and a passive stirring rod on the bin wall are broken, and a large amount of boulders are accumulated at the soil outlet of the screw machine, so that the screw machine cannot discharge soil. When the left line digs the 452 th ring, a large amount of boulders enter the soil bin, in the process of discharging the soil, the blades of the screw machine are seriously worn, and the front section 70 cm blades of the screw machine are broken, so that the screw machine cannot discharge the soil.
The shield zone passes through the upper soft and lower hard boulder group stratum, a large amount of boulders in front of the cutter head are not mainly from the right front of the tunnel face, and the boulders formed by uneven weathering are arranged above the tunnel, the burial depth of the vault of the tunnel reaches 31.5 meters, and the existing buildings are arranged above the shield machine, so that the ground is not reinforced. If a new vertical shaft is arranged, the land coordination difficulty is high, the engineering quantity is large, the construction of the vertical shaft and the undercut tunnel is greatly interfered, the construction period is long, and the cost is high. The geology of the site of the project is as follows from top to bottom: plain fill, silt silty clay, full, strong and weak weathering mixed gneiss. According to the water sampling test result, the groundwater is non-corrosive to the concrete structure and non-corrosive to the steel bars in the reinforced concrete structure.
In order to enable the shield tunneling machine to smoothly pass through, the reinforcement method is adopted for reinforcement, as shown in fig. 1, a parallel pilot tunnel 2 is excavated between a left line tunnel 1 and a right line tunnel 1-2, a pipe shed and grouting are adopted to treat an orphan section above a positive tunnel, the specific construction structure diagram 2 shows that the pilot tunnel 2 is partially or wholly higher than the top surface of the shield tunneling, the pilot tunnel is formed by opening the inner wall of the shield tunneling 1 after the shield tunneling section of an upper suspension orphan group, and the size of the clearance of the pilot tunnel is designed to be 3.5m (width) ×3.5m (height) in consideration of construction safety, tunnel ballasting and operation space required by grouting machine and pipe shed construction. The concrete construction steps are as follows:
(1) Conducting and opening: in order to avoid the need of reinforcing stratum when the pilot tunnel is opened, selecting the position of the pilot tunnel to be in a full-section rock-stress section, and opening the pilot tunnel in a hard rock section 20 m away from the rear of a cutter head of the right line shield machine 7 according to geological conditions and the structure of the originating well shield machine, wherein the center mileage of the opening is GDK18+938.3, and the 2-hole gate of the pilot tunnel is arranged at the 8 th, 9 th and 10 th rings behind the shield body of the right line shield machine 7; and the cutting size of the pipe piece opening is 3.8m (width) and 2.8m (height) due to the factors of post construction equipment, materials, slag transportation, ventilation and the like. The guide hole construction comprises the following specific procedures:
a. and (5) carrying out supplementary grouting on 10 annular pipe sheets before and after the hole opening, and ensuring the compactness of the back of the pipe sheet.
b. 4 annular pipe sheets on two sides of the hole are reinforced by steel support, the steel support of the pipe sheet consists of a steel support ring 5 and an I-shaped steel support 6, the steel support ring 5 arranged on the pipe sheet of the annular pipe is arranged at the joint of the annular pipe sheet of the hole and the non-annular pipe sheet adjacent to the annular pipe sheet of the hole, the steel support ring 5 arranged on the non-annular pipe is supported in the middle of the pipe sheet, the I-shaped steel support 6 comprises 4I 40b I-shaped steel, the 4I 40b I-shaped steel is longitudinally connected, and if the steel support ring is arranged, a gap is reserved between the steel support ring and the pipe sheet, the steel support ring is wedged by wood wedges; the steel support reinforcement schematic diagrams are shown in fig. 5 and 6.
c. And (3) lofting the hole positions, marking on the pipe pieces, reinforcing a pipe shed (t=6mm) of which the construction phi 108 is required to cut the pipe pieces at a position 50cm away from the excavation contour line, wherein the length of the pipe shed is 3m, the circumferential spacing is 50cm, and grouting the pipe shed after the construction is completed.
d. Cutting the pipe piece, applying the pipe piece as an open loop beam, adopting a C35 reinforced concrete structure with the size of 45cm (width) multiplied by 40cm (thickness), and excavating a pilot tunnel by a mining method after the stress system is converted when the concrete strength of the open loop beam reaches 100% of design.
e. Detecting and calculating supporting stress;
(1) the material is named as Q235, the maximum thickness of the cross section of the component is 16.50 (mm), the design strength is 205.00 (N/mm) 2 ) Yield strength 235.00 (N/mm) 2 )；
(2) The section name is I-steel combined II-shaped section (GB 706-88), wherein xh=I40b (model), I-steel is 40b (model), the axial distance between two I-steel webs is 100-600 and 250 (mm), the height of the component is 4.000 (m), the allowable strength safety coefficient is 1.00, and the allowable stability safety coefficient is 1.00;
(3) load information: constant load component coefficient 1.20, active load component coefficient 1.00, active load adjustment coefficient 1.00, axial constant load standard value 1300.000 (kN), axial active load standard value 0.000 (kN), eccentricity Ex 0.0 (cm), eccentricity Ey 0.0 (cm),
(4) tensile strength 205.00 (N/mm 2), compressive strength 205.00 (N/mm 2), flexural strength 205.00 (N/mm 2), shear strength 120.00 (N/mm 2), yield strength 235.00 (N/mm 2), density 785.00 (kg/m 3);
(5) stabilizing information
Bending around the X axis:
slenderness ratio λx=16.67
The axial compression member is classified into b type
Integral stability coefficient of axial compression:
minimum stability safety factor 2.42
Maximum stability safety factor 2.42
The distance from the section corresponding to the minimum stability safety factor to the top end of the member is 4.000 (m)
Maximum stability safety factor-corresponding section-to-component tip distance of 0.000 (m)
The most unfavorable position stable stress around X axis is expressed in the formula of steel structure Specification (5.1.2-1)
Bending around the Y axis:
slenderness ratio λy=42.13
The axial compression member is classified into b type
Integral stability coefficient of axial compression:
minimum stability safety factor 2.20
Maximum stability safety factor 2.20
The distance from the section corresponding to the minimum stability safety factor to the top end of the member is 4.000 (m)
Maximum stability safety factor-corresponding section-to-component tip distance of 0.000 (m)
The most unfavorable position stable stress around X axis is expressed in the formula of steel structure Specification (5.1.2-1)
(6) Intensity information: maximum strength safety coefficient 2.47, minimum strength safety coefficient 2.47, distance from cross section corresponding to maximum strength safety coefficient to top end of component 0.000 (m), distance from cross section corresponding to minimum strength safety coefficient to top end of component 4.000 (m), calculated load 1560.77kN, bearing state axle pressure, and most unfavorable position strength stress according to formula of steel structure Specification (5.1.1-1)
And calculating the stability and strength of the component to meet the requirements through the correction structural software.
f. And excavating a pilot tunnel, primarily detecting that the sections GDK18+ 918.3-GDK18+849 of the right-line tunnel are upper soft and lower hard boulder group stratum according to the ground, wherein the termination mileage of the pilot tunnel is temporarily defined as GDK18+849, the total length is 90 meters, and the specific length is determined according to the horizontal coring condition in the pilot tunnel after the pilot tunnel is excavated. In order to reduce the influence of blasting construction on a formed shield tunnel, a step blasting excavation is adopted for hard rock section pilot tunnel excavation, a 3m long advanced exploratory hole is required to be punched on a vault by adopting an air gun before the excavation, when the hard rock is confirmed, blasting can be carried out, and a 5m single-cycle footage is 0.5m before the excavation; the shield machine is protected, a protecting body is arranged on a trolley of the shield machine, is 8m long and is up to the top of a duct piece, a double-layer wood plate with the width of 30cm and the thickness of 5cm is adopted, cotton quilts are stuffed among the wood plates, the wood plates are covered with rubber leather by the side of the duct piece, the wood plates are positioned by phi 25 steel bars, iron wires are fixed, and the protecting body is connected and fixed with a duct piece support steel frame by I18I-steel; full-section soft soil stratum pilot tunnel adopts full-section grouting reinforcement, step method excavation, grouting adopts cement-water glass double-liquid slurry, the grouting range is 2m outside the excavation contour line, and section grouting takes the right line entering upper soft and lower hard mileage GDK18+924 as a starting point.
g. The pilot tunnel is supported, the pilot tunnel is constructed by adopting a spray anchor construction method, the 180 DEG range of the arch part adopts phi 42 double rows of leading small guide pipes (L=3m) for leading support, the primary support is provided with I18I-steel in a full ring manner, the interval is 0.5m, and the full ring is providedThe double-layer reinforcing steel meshes and the side walls are provided with phi 22 glass fiber reinforced anchor rods (preventing shield tunneling from influencing pilot tunnel structure safety), the arches are connected by adopting phi 22 connecting ribs, and 2 phi 42 locking anchor pipes are arranged at the positions of the arches, which are not fallen down; after the pilot tunnel construction is completed, constructing C30 reinforced concrete with the thickness of 20cm on the bottom plate, and reinforcing the stability of the pilot tunnel structure and preventing the bottom plate from rising; the pilot tunnel support structure is shown in fig. 7.
(2) And (3) pipe shed construction: after the pilot tunnel excavation supporting is completed, constructing a phi 108 pipe shed from the inside of the pilot tunnel to the position 1m above the arch top of the tunnel positive tunnel, grouting, and grouting and reinforcing the position above the tunnel top and the periphery of the tunnel after the pipe shed construction is completed; the pipe shed adopts hot rolled seamless steel pipes phi 108mm with the wall thickness of 8mm, the sectional length is 2 meters and 2.5 meters, threads are turned inside and outside the pipe shed, and the connection is realized by adopting screw threads; the tail end of the first pipe shed is arranged into a cone shape, the pipe shed is provided with holes, and the aperture is provided withThe spacing is 15cm, quincuncial arrangement is realized, and the tail end is provided with a 1m slurry stopping section; the pipe shed is 1m above the arch roof of the tunnel positive hole, the horizontal distance is 33cm (center distance), the vertical deflection angle is 1 degree, and the horizontal deflection angle is 66 degrees for ensuring the construction space of the down-the-hole drill; 3 meters of the bottom of the pipe shed is away from the outline border line of the tunnel; when the pipe shed is arranged, the two phases are mutually arrangedThe adjacent two steel pipe joints are staggered in a mode of combining different pipe joints. In order to improve the rigidity of the pipe shed, as shown in fig. 8, 3 phi 20 screw steels are inserted into the pipe shed and are arranged in a triangle shape, 1:1 cement single-liquid slurry is adopted for grouting, P.O42.5 silicate cement is adopted for grouting, the initial pressure of grouting is 0.5-1.0 Mpa, and the final pressure is 1.5-2.0 Mpa.
(3) Grouting and reinforcing: after the pipe shed construction is completed, a WSS grouting process is adopted to perform grouting reinforcement within a range of 3 meters above the top of a tunnel hole, 5 meters outside the outline of the tunnel hole body and the tunnel outer edge line, so that soil mass collapse above and on the side face of the tunnel in the tunneling process of a shield tunneling machine is prevented, and instability subsidence of the earth surface and house subsidence are caused. The grouting material comprises the following components: cement-water glass double-liquid slurry, wherein the cement adopts P.O42.5 silicate cement, the cement slurry water cement ratio (weight ratio) is 1:1, and the cement slurry: the volume ratio of the water glass slurry is 1:1, and the grouting termination pressure is 2.5-3.0 Mpa.
(4) And (3) performing boulder treatment: because the net distance between the pipe sheds is only 22.2cm, the pipe sheds and grouting reinforcement form a supporting system around the tunnel, the overstock of the shield tunneling machine in the tunneling process of the upper soft and lower hard sections can be effectively controlled, and the boulders above the tunnel are effectively prevented from entering the front of the cutter head; the maximum diameter of the boulders falling from the gaps of the pipe sheds is 22.2cm, and boulders with the particle size smaller than 22.2cm can enter the soil bin through a cutter head opening (30 cm) and are transported out through an auger; therefore, after the construction of the pilot tunnel and the support system is completed, the cutter head opening of the shield tunneling machine can be used for entering the front of the cutter head, the panel of the cutter head is cleaned, the cutter head is enabled to run, in the shield tunneling process, the front of the cutter head is checked after 30-50 cm of tunneling is carried out, and if the hydraulic breaking hammer can be timely used for breaking the boulder.
(5) Backfilling the pilot tunnel: the guide hole is backfilled after the shield tunneling machine passes through the upper soft and lower hard boulder group section, specifically, 2 feeding holes are formed in the ground, C15 plain concrete is adopted to backfill the guide hole, grouting backfill is carried out on the guide hole after the plain concrete backfill is completed, and cement single liquid slurry with the cement ratio of 1:1 is adopted for grouting. After backfilling is completed, scanning is carried out above the pilot tunnel and the tunnel positive tunnel by adopting a geological radar, and grouting is carried out on the parts which are not compact and have holes, so that the ground safety is ensured.
By utilizing the treatment method, the overstretched state of the shield machine in the tunneling process of the upper soft section and the lower hard section can be effectively controlled, boulders and ripraps above the tunnel are prevented from entering the front of the cutterhead, and the smooth tunneling of the shield is ensured; in the embodiment, the boulder layer section is subjected to reinforcement treatment, the upper soft and lower hard boulder group layer and the lower hard boulder layer section penetrate through the house section, and the shield tunneling machine can complete tunneling of 1 ring and 1.6 m every day.
The foregoing description is of one embodiment of the invention and is thus not to be taken as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of the invention should be assessed as that of the appended claims.
Claims (10)
1. A method for reinforcing an upper suspended boulder group in a shield zone is characterized by comprising the following steps:
(1) And constructing a pilot tunnel parallel to the shield tunnel on one side of the shield tunnel or between two shield tunnels, wherein the pilot tunnel is partially or wholly higher than the top surface of the shield tunnel, and is formed by opening a hole on the inner wall of the shield tunnel after construction is completed behind a shield section of an upper-suspended boulder group, and the concrete construction steps are as follows:
a. determining the position of a pilot tunnel opening, selecting a full-section rock-applying section behind a shield section of an upper-suspended boulder group at the opening position, and performing supplementary grouting for 8-12 annular pipe sheets before and after the opening position to ensure that the back of the pipe sheet is compact;
b. steel support reinforcement is carried out on 3-5 annular pipe sheets on two sides of the hole part;
c. setting out the hole position, marking on the pipe piece, reinforcing the pipe shed support of the pipe piece to be cut at a position 45-55 cm away from the excavation outline, cutting the pipe piece at the hole position after the reinforcing, and applying a hole ring beam at the hole position, wherein when the strength of the hole ring beam concrete reaches 100% of design, a mine entry method is adopted to excavate a pilot tunnel;
d. the pilot tunnel is excavated towards the shield direction along a line parallel to the shield tunnel, wherein the hard rock section pilot tunnel is excavated by adopting a step blasting method, the full-section soft soil stratum pilot tunnel is reinforced by adopting full-section grouting, and the step method is excavated;
e. after the pilot tunnel is excavated, constructing a pilot tunnel supporting structure by adopting a spray anchor construction method aiming at the pilot tunnel, and constructing reinforced concrete with the thickness of 15-25 cm on a bottom plate of the pilot tunnel supporting structure;
(2) After the pilot tunnel excavation supporting is completed, a pipe shed supporting is applied from the inside of the pilot tunnel to the position 1-1.5 m above the arch top of the tunnel positive tunnel;
(3) After the pipe shed supporting construction is completed, grouting and reinforcing are carried out within a range of 3 meters above the top of the tunnel hole, 5 meters outside the outline of the tunnel hole body and the tunnel outer edge by adopting a WSS grouting process;
(4) After the pilot tunnel and supporting system construction is completed, the pilot tunnel and supporting system can enter the front of a cutter head through a cutter head opening of a shield tunneling machine, the panel of the cutter head is cleaned, in the shield tunneling process, the front of the cutter head is checked after every 30-50 cm of tunneling is carried out, and a hydraulic breaking hammer is adopted to break the fallen small-diameter boulder;
(5) Backfilling the pilot tunnel after the shield tunneling machine passes through the upper soft lower hard boulder group section, scanning the pilot tunnel and the upper part of the tunnel positive hole by adopting a geological radar after backfilling is finished, and grouting the part with the uncompacted holes, so that the ground safety is ensured.
2. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: the steel support in the step b of the step (1) comprises a steel support ring and a plurality of I-shaped steel supports erected by the I-shaped steel, and each I-shaped steel of the steel support is welded with the steel support ring; the steel support ring arranged on the hole-opening ring pipe piece is arranged at the joint of the hole-opening ring pipe piece and the non-hole-opening ring pipe piece adjacent to the hole-opening ring pipe piece, the steel support ring arranged on the non-hole-opening ring pipe piece is propped in the middle of the pipe piece, and the steel support ring is tightly attached to the pipe piece or wedged by wooden wedges.
3. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: c, the length of the pipe shed constructed in the step (1) is 2.5-3.5 m, the circumferential spacing is 45-50 cm, and grouting is carried out on the pipe shed after the construction is completed; the ring beam with the hole adopts a C35 reinforced concrete structure; and checking the stress condition of the support piece before the pilot tunnel is excavated, and excavating the pilot tunnel after the stability and the strength of the support piece are ensured to meet the design requirements.
4. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: before excavation in the step d of the step (1), an air gun is adopted to punch an advanced exploratory hole on a vault, when hard rock is confirmed, a step method is adopted to perform blasting excavation, a shield machine is used for protection in the blasting excavation process, a protection body is arranged on a trolley of the shield machine, the length of the protection body is 7-10 m and is as high as the top of a duct piece, a double-layer wood plate with the width of 25-35 cm and the thickness of 4-6 cm is adopted, cotton quilts are stuffed between the wood plates, the wood plates are covered with rubber sheets close to the duct piece side, the wood plates are positioned by steel bars, the steel wires are fixed, and the protection body is connected and fixed by I-steel and a duct piece support steel frame.
5. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: in the step d of the step (1), aiming at the full-section soft soil stratum pilot tunnel excavation, cement-water glass double-liquid slurry is adopted for grouting, and the grouting range is 1.5-2.5 m outside an excavation contour line.
6. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: in the step (1), a double-row advanced small guide pipe is adopted for advanced support in the range of 180 degrees of the arch part of the pilot tunnel support, I-steel is arranged on the whole ring of the primary support, double-layer reinforcing steel meshes are arranged, glass fiber reinforced anchor rods are arranged on the side walls, the arch frames are connected by connecting ribs, and foot locking anchor pipes are arranged at the positions of the arch frames, which are not fallen down; after the pilot tunnel construction is completed, the bottom plate is applied with reinforced concrete with the thickness of 15-25 cm.
7. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: the pipe shed support in the step (2) adopts hot-rolled seamless steel pipes, the sections are 2-2.5 m, and the pipe shed support is connected by screw threads; 3 pieces of screw thread steel are inserted into the steel pipe and are arranged in a triangle; the tail end of the first pipe shed is arranged in a conical shape, a grouting hole is formed in the steel pipe, and a slurry stopping section with the diameter of 0.8-1.2 m is arranged at the tail end; when the pipe shed is arranged, two adjacent steel pipe joints are staggered in a mode of combining different pipe joints.
8. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: and (3) grouting the pipe shed support in the step (2) adopts 1:1 cement single-liquid slurry, the cement adopts P.O42.5 silicate cement, the initial grouting pressure is 0.5-1.0 Mpa, and the final grouting pressure is 1.5-2.0 Mpa.
9. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: the grouting material for grouting reinforcement in the step (3) adopts cement-water glass double-liquid slurry, the cement adopts P.O42.5 silicate cement, the cement slurry water-cement ratio (weight ratio) is 1:1, and the cement slurry: the volume ratio of the water glass slurry is 1:1, and the grouting termination pressure is 2.5-3.0 Mpa.
10. The method for reinforcing the shield section suspended boulder group according to claim 1, wherein the method comprises the following steps: the guide hole backfilling in the step (5) is specifically to set a plurality of feeding holes on the ground, backfill the guide hole by adopting C15 plain concrete, and after the plain concrete backfilling is finished, carry out grouting backfilling on the guide hole, wherein the grouting slurry adopts cement single-liquid slurry with the cement ratio of 1:1.
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| CN110578524A (en) * | 2019-08-27 | 2019-12-17 | 中交第二航务工程局有限公司 | Boulder treatment construction method for dense drilling and crushing in shield region |
| CN110924956A (en) * | 2019-12-20 | 2020-03-27 | 中铁隧道局集团有限公司 | Tunnel shield tunneling method containing boulder and bedrock raised stratum |
| CN111608688B (en) * | 2020-05-27 | 2022-05-17 | 中铁建大桥工程局集团第二工程有限公司 | Method for reinforcing ground of shield underpass building |
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
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