CN204609900U - A kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation - Google Patents
A kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation Download PDFInfo
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- CN204609900U CN204609900U CN201520317348.3U CN201520317348U CN204609900U CN 204609900 U CN204609900 U CN 204609900U CN 201520317348 U CN201520317348 U CN 201520317348U CN 204609900 U CN204609900 U CN 204609900U
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- corrugated sheet
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Abstract
The utility model discloses a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation, it is connected into ring by top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet group and is formed; Top bar two intrinsic two H profile steel in arch springing place in cavern, the upper end of top supporting corrugated sheet and abutment wall corrugated sheet supports fixing through H profile steel; Two intrinsic two channel-section steels in arch springing place of getting out of a predicament or an embarrassing situation, the lower end of abutment wall corrugated sheet is fixed by channel steel support, and the bottom of abutment wall corrugated sheet is reserved with inverted arch lapping; Top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet pass through Flange joint in the vertical successively; Top supporting corrugated sheet, abutment wall corrugated sheet and concrete perfusion between inverted arch corrugated sheet and country rock.The utility model adopts the structure that mixes with concrete of corrugated steel to make, can with country rock producing balanced forces, ensure that the intensity of preliminary bracing, have and be beneficial to construction, the cycle is short, and efficiency is high, stability by force, the advantage such as with low cost.
Description
Technical field
The utility model belongs to Tunnel field, particularly a kind of be applicable to benching tunnelling method excavation substitute conventional steel grid preliminary bracing structure by corrugated steel.
Background technology
Structure types at present for Tunnel is single shaped steel (i iron is main) or steel grating substantially, and structure is single.When using benching tunnelling method excavate and carry out Tunnel, as often excavate a light section steel grating do preliminary bracing time, can not bearing load immediately after sprayed mortar, have to pass through the process of a maintenance, thus construction speed is subject to certain restrictions.And at substantial Steel material, just lining thickness be also greater than corrugated steel substitute after first Zhi Houdu, often need to excavate more big cross section, this is not only consuming time, too increases cost expense.Steel grating is discontinuous laying longitudinally, the discontinuity when bearing country rock load, and time stressed, concrete in tension zone can be deactivated in advance because of cracking.
Utility model content
Above-mentioned deficiency is there is for improving existing preliminary bracing, the utility model aims to provide a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation, it utilizes corrugated sheet arching, play the high-strength and deformability of corrugated sheet, interact with country rock, favourablely improve structure tension performance, improve construction speed, reduce Steel material to use and section excavation area, reduce cost, play corrugated sheet advantage.
For realizing above-mentioned technical purpose, the utility model adopts following technical scheme:
Be applicable to a corrugated steel preliminary bracing structure for benching tunnelling method excavation, it is connected into ring by top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet group and is formed; Described top supporting corrugated sheet is overlapped by three pieces of corrugated steels and fixes through some bolts and be arch, the both ends of top supporting corrugated sheet and lap-joint are provided with the stay bolt extended to dorsal part respectively at crest place, a steel mesh reinforcement and stay bolt welding edges and be positioned at the dorsal part of top supporting corrugated sheet; Described top supporting corrugated sheet two ends are reserved with Temporary invert lapping respectively; There are two H profile steel at two arch springing places of topping bar of cavern through the anchoring of lock pin anchor tube respectively, and the upper end of top supporting corrugated sheet and abutment wall corrugated sheet supports fixing through H profile steel; There are two channel-section steels at the two arch springing places of getting out of a predicament or an embarrassing situation through the anchoring of lock pin anchor tube respectively, and the lower end of abutment wall corrugated sheet is fixed by channel steel support, and the bottom of abutment wall corrugated sheet is reserved with inverted arch lapping; The two ends of inverted arch corrugated sheet overlap through bolt with the inverted arch lapping of two abutment wall corrugated sheet lower ends respectively and are connected; The two ends of described top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet are equipped with flange, pass through Flange joint successively in the vertical; Described top supporting corrugated sheet, abutment wall corrugated sheet and concrete perfusion between inverted arch corrugated sheet and country rock.
Described top supporting corrugated sheet is overlapped by three pieces of corrugated steels and forms, but the lap position of adjacent top supporting corrugated sheet is different, and namely adjacent top supporting corrugated sheet is through flange fissure of displacement spelling group.
Described steel mesh reinforcement is formed with staggered welding of the longitudinal reinforcement of some linearly types by some transverse reinforcements in arch.
One edge of a wing of described H profile steel and Dong Shibi support, and another flank upper end is fixedly connected with through bolt with the Temporary invert lapping inner side of top supporting corrugated sheet, and bottom is then threaded with the upper end of abutment wall corrugated sheet.
One leg of described channel-section steel and Dong Shibi support, and another leg is fixedly connected with through bolt with the lower end of abutment wall corrugated sheet.
The longitudinal length of described top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet is 60cm.
Described supporting corrugated sheet two ends, top, at H profile steel upper side position, reinforce respectively by lock pin anchor tube.
The utility model has following beneficial effect: disclosed in the utility model, preliminary bracing structure is without the need to using sprayed mortar, improves construction environment, makes high construction efficiency convenient, improves construction speed, reduces country rock disturbance to greatest extent; Top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet adopt ripple struction, in addition rational syndeton, can and country rock between favourable interaction, thus improve overall mechanical characteristic; Supporting corrugated sheet in top is effectively connected in the mode of shear connector with concrete perfusion, makes both as steel-concrete combined structure and then overall stressed, makes full use of the compressive strength of corrugated steel Anti-pull-press intensity and concrete perfusion; Top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet longitudinally continuous laying, without the need to arranging the steel mesh reinforcement between conventional steel grid two Pin, also saving longitudinal dowel, making support system uniform stressed.This structure uses less wave height and perfusion thickness can reach the strength and stiffness of conventional steel grid, therefore can reduce section excavation further, reduces cost further; Because top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet are all pre-stamped shaping, splice through bolt assembling during installation, service efficiency is high, greatly can shorten the duration of a project.
Accompanying drawing explanation
Fig. 1 is the overall schematic of this corrugated steel preliminary bracing structure.
Fig. 2 is arch springing place structural representation of topping bar.
Fig. 3 is arch springing place structural representation of getting out of a predicament or an embarrassing situation.
Fig. 4 is preliminary bracing structure construction schematic diagram of topping bar.
Fig. 5 is preliminary bracing structure construction schematic diagram of getting out of a predicament or an embarrassing situation.
Fig. 6 is top supporting corrugated sheet longitudinal combination schematic diagram.
In figure, 1, inverted arch corrugated sheet, 2, channel-section steel, 3, abutment wall corrugated sheet, 4, Temporary invert corrugated sheet, 5, lock pin anchor tube, 6, H profile steel, 7, top supporting corrugated sheet, 8, steel mesh reinforcement, 9, country rock, 10, stay bolt, 11, Temporary invert lapping, 12, concrete, 13, inverted arch lapping, 14, the edge of a wing, 15, leg, 16, flange, 17, longitudinal reinforcement, 18, transverse reinforcement, 19, injected hole.
Detailed description of the invention
As shown in Fig. 1,2,3,6, a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation disclosed in the utility model, it is connected into ring by top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and inverted arch corrugated sheet 1 group and forms; Described top supporting corrugated sheet 7 is overlapped by three pieces of corrugated steels and fixes through some bolts and be arch, the both ends of top supporting corrugated sheet 7 and lap-joint are provided with the stay bolt 10 extended to dorsal part respectively at crest place, one steel mesh reinforcement 8 and stay bolt 10 welding edges and be positioned at the dorsal part of top supporting corrugated sheet 7, and steel mesh reinforcement 8 and top supporting corrugated sheet 7 keeping parallelism; Described top supporting corrugated sheet 7 two ends are reserved with the Temporary invert lapping 11 for connecting Temporary invert corrugated sheet 4 respectively; Cavern's two arch springing places lock pin anchor tube 5 anchoring that economy-combat enters among country rock 9 respectively of topping bar has two H profile steel 6, and the upper end of top supporting corrugated sheet 7 and abutment wall corrugated sheet 3 supports fixing through H profile steel 6; The two arch springing places of getting out of a predicament or an embarrassing situation lock pin anchor tube 5 anchoring that economy-combat enters among country rock 9 respectively has two channel-section steels 2, and the lower end of abutment wall corrugated sheet 3 supports fixing by channel-section steel 2, and the bottom of abutment wall corrugated sheet 3 is reserved with inverted arch lapping 13; Fix through bolt after the two ends of inverted arch corrugated sheet 1 overlap with the inverted arch lapping 13 of two abutment wall corrugated sheet 3 lower ends respectively; The two ends of described top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and inverted arch corrugated sheet 1 are equipped with flange 16, are connected successively in the vertical by flange 16; Described top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and concrete perfusion 12 between inverted arch corrugated sheet 1 and country rock 9.
Below for the soft stratum that city tunnel quality of surrounding rock is poor, it adopts two step remaining core soil in advance excavating load to construct, two step remaining core soil in advance excavating load stay Core Soil for basic model with arc leading pit excavation, point upper and lower two steps two excavation faces, the excavation and support at each position longitudinally staggers along tunnel, the method for tunnel construction of parallel propelling.The parallel excavation of each substep, parallelly perform preliminary bracing, the preliminary bracing of each branch is connected closely, closes into ring in time.
As shown in Figure 4,5, 6, Specific construction technique is as follows:
1, prefabricated top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and inverted arch corrugated sheet 1 outside the venue.
Top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and inverted arch corrugated sheet 1 are all in units of 60cm width, and namely longitudinal length is 60cm, and longitudinal two ends are all welded with the flange 16 connect for longitudinal group, and three all has the injected hole 19 for concrete perfusion on wooden partition.Top supporting corrugated sheet 7 is overlapped by three pieces of corrugated steels and forms, but the lap position of adjacent top supporting corrugated sheet 7 is different and form fissure of displacement structure, the lap-joint of corrugated steel is all fixed connection through two row's overlap joint bolts between two, the overlap joint bolt being positioned at crest place is the stay bolt 10 extended to dorsal part, meanwhile, the both ends of top supporting corrugated sheet 7 are also installed on outward extending stay bolt 10 at crest place, the spot welding of stay bolt 10 head position is the transverse reinforcement 18 of arch, the longitudinal reinforcement 17 of linearly type is welded again on transverse reinforcement 18, thus form steel mesh reinforcement 8 fixing corresponding thereto at top supporting corrugated sheet 7 dorsal part, the transverse ends portion of top supporting corrugated sheet 7 is respectively equipped with the Temporary invert lapping 11 of bending and being formed.
2, to top bar excavation.
To topping bar, chapelet face pneumatically placed concrete is closed, and applies 1. portion's advanced tubule, Grouting Consolidation in vault 150 degree of scopes; Excavate 1. portion's arc leading pit, and reserved Core Soil 2. shown in portion, Core Soil length is preferably 3 ~ 5 meters, width is preferably 1/3 ~ 1/2 of tunnel excavation width, excavation cyclic advance 0.6m, sprays 8cm concrete enclosing face immediately after excavation height completes, just the thick concrete of spray 4cm.
The installation of arch springing of 3, topping bar construction and top supporting corrugated sheet.
First, by two H profile steel 6 respectively level be fixed on the two arch springing places of topping bar, H profile steel 6 is fixed through some lock pin anchor tubes 10 squeezing into country rock 9 through its two edge of a wing, after H profile steel 6 is fixing, the edge of a wing 14 outside it supports with surrounding rock of chamber, and the edge of a wing 14 of inner side is for providing support for top supporting corrugated sheet 7 and abutment wall corrugated sheet 3, then, what prefabricated top supporting corrugated sheet 7 is winched to excavation tops bar in space, the adjacent flange 16 of top supporting corrugated sheet 7 through respective end is fixed connection, the inner side position of top supporting corrugated sheet 7 liang of Temporary invert lappings 11 is fixedly connected with through bolt respectively with the upper end on the edge of a wing 14 inside two H profile steel 6, after the erection of top supporting corrugated sheet 7 is good, separately squeeze into some lock pin anchor tubes 5 pairs of top supporting corrugated sheets 7 respectively at the two arch springing top position places of topping bar to reinforce, meanwhile, lock pin anchor tube 5 pairs of H profile steel 6 of this position play certain firm effect, also can play bottom and excavate advance support effect.
4, back-grouting concrete.
After the installation of top supporting corrugated sheet 7, ringwise high density polyethylene (HDPE) cystosepiment is being arranged along top supporting corrugated sheet 7 depth end, close the space chamber between top supporting corrugated sheet 7 and surrounding rock of chamber 9, the country rock 9 do not excavated on rear side of top supporting corrugated sheet 7 can be used as the natural cover for defense to support and limits high density polyethylene (HDPE) cystosepiment; After sealing, carry out concrete 12 by injected hole 19 reserved on top supporting corrugated sheet 7 and pour into; Can at two arch springing top positions of top supporting corrugated sheet 7 and each reserved grout hole 19 of keystone, first inject concrete grout from the grout hole 19 of side, after the grout hole 19 being arranged in vault overflows, perfusion is namely stopped until concrete grout, then pour into from the grout hole 19 of opposite side, in like manner after the grout hole 19 being arranged in vault overflows, namely stop perfusion until concrete grout, fill orifice 19 finally by vault place carries out supplementary irrigation, so far namely completes concrete perfusion.
5, Temporary invert erection.
Excavate the Core Soil in 2. portion, the two Temporary invert lappings 11 of Temporary invert corrugated sheet 4 with top supporting corrugated sheet 7 be bolted, due to bolts, Temporary invert 4 can be dismantled by the later stage easily.So far top bar section closure Cheng Huan, and the structure of aforementioned component ensure that cavern's resistance to overturning and overall power transmission reliability.In the pipeline overhead lifting structure of topping bar section temporary enclosed, concrete pad or the wedging of gad block should be adopted between pipeline overhead lifting structure and surrounding rock of chamber, there is vacant state in arch springing of avoiding occurring topping bar, reduce Tunnel to sink and convergence, finally at Temporary invert corrugated sheet 1 concrete perfusion slurry behind.
6, to get out of a predicament or an embarrassing situation excavation.
Delayed certain distance of topping bar, excavates 3. portion's soil body, retains 4. portion's Core Soil, excavation drilling depth 0.6m, the just thick concrete enclosing of spray 4cm.
The installation of arch springing of 7, getting out of a predicament or an embarrassing situation construction and abutment wall corrugated sheet.
Two channel-section steels 2 are individually fixed in by some lock pin anchor tubes 5 squeezing into country rock 9 arch springing place of getting out of a predicament or an embarrassing situation, and the leg 15 inside channel-section steel 2 supports with Dong Shibi, and the leg 15 in outside is for providing support for abutment wall corrugated sheet 3; Lay abutment wall corrugated sheet 3 along abutment wall, the upper end of abutment wall corrugated sheet 3 is connected through bolt with the bottom on the edge of a wing 14 inside H profile steel 6, and its bottom is then fixedly connected with through bolt with the leg 15 outside channel-section steel 2; The lower end of abutment wall corrugated sheet 3 is reserved with the inverted arch lapping 13 for being connected with inverted arch corrugated sheet 1.Adjacent abutment wall corrugated sheet 3 adopts the Flange joint of longitudinal end, after abutment wall corrugated sheet 7 has added, starches equally at its dorsal part concrete perfusion.
8, the installing of inverted arch corrugated sheet.
Excavate the Core Soil in 4. portion, inverted arch corrugated sheet 1 is laid in time after excavation, the transverse ends of inverted arch corrugated sheet 1 is connected by bolt with the inverted arch lapping 13 of two abutment wall corrugated sheets 3 respectively, adjacent inverted arch corrugated sheet 1 is connected by the flange combination at longitudinal two ends, finally again at the behind concrete perfusion slurry of inverted arch corrugated sheet 1.
9, according to above-mentioned steps, circulation is constructed.
Through above-mentioned construction sequence, top supporting corrugated sheet 7, abutment wall corrugated sheet 3 and inverted arch corrugated sheet 1 tunneling boring close into ring, the bolt then namely between detachable Temporary invert corrugated sheet and Temporary invert lapping, remove Temporary invert.Construction sequence 1-8 circulation is carried out, and incremental can complete corrugated steel preliminary bracing structure.
Claims (7)
1. be applicable to a corrugated steel preliminary bracing structure for benching tunnelling method excavation, it is characterized in that: it is connected into ring by top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet group and is formed; Described top supporting corrugated sheet is overlapped by three pieces of corrugated steels and fixes through some bolts and be arch, the both ends of top supporting corrugated sheet and lap-joint are provided with the stay bolt extended to dorsal part respectively at crest place, a steel mesh reinforcement and stay bolt welding edges and be positioned at the dorsal part of top supporting corrugated sheet; Described top supporting corrugated sheet two ends are reserved with Temporary invert lapping respectively; There are two H profile steel at two arch springing places of topping bar of cavern through the anchoring of lock pin anchor tube respectively, and the upper end of top supporting corrugated sheet and abutment wall corrugated sheet supports fixing through H profile steel; There are two channel-section steels at the two arch springing places of getting out of a predicament or an embarrassing situation through the anchoring of lock pin anchor tube respectively, and the lower end of abutment wall corrugated sheet is fixed by channel steel support, and the bottom of abutment wall corrugated sheet is reserved with inverted arch lapping; The two ends of inverted arch corrugated sheet overlap through bolt with the inverted arch lapping of two abutment wall corrugated sheet lower ends respectively and are connected; The two ends of described top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet are equipped with flange, pass through Flange joint successively in the vertical; Described top supporting corrugated sheet, abutment wall corrugated sheet and concrete perfusion between inverted arch corrugated sheet and country rock.
2. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, it is characterized in that: described top supporting corrugated sheet is overlapped by three pieces of corrugated steels and forms, but the lap position of adjacent top supporting corrugated sheet is different, and namely adjacent top supporting corrugated sheet is through flange fissure of displacement spelling group.
3. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, is characterized in that: described steel mesh reinforcement is formed with staggered welding of the longitudinal reinforcement of some linearly types by some transverse reinforcements in arch.
4. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, it is characterized in that: an edge of a wing of described H profile steel and Dong Shibi support, another flank upper end is fixedly connected with through bolt with the Temporary invert lapping inner side of top supporting corrugated sheet, and bottom is then threaded with the upper end of abutment wall corrugated sheet.
5. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, it is characterized in that: a leg of described channel-section steel and Dong Shibi support, another leg is fixedly connected with through bolt with the lower end of abutment wall corrugated sheet.
6. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, is characterized in that: the longitudinal length of described top supporting corrugated sheet, abutment wall corrugated sheet and inverted arch corrugated sheet is 60cm.
7. a kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation according to claim 1, is characterized in that: described supporting corrugated sheet two ends, top, at H profile steel upper side position, reinforce respectively by lock pin anchor tube.
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| CN201520317348.3U CN204609900U (en) | 2015-05-15 | 2015-05-15 | A kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation |
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| CN201520317348.3U CN204609900U (en) | 2015-05-15 | 2015-05-15 | A kind of corrugated steel preliminary bracing structure being applicable to benching tunnelling method excavation |
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| CN106677795A (en) * | 2017-01-11 | 2017-05-17 | 广东工业大学 | Structure and installation process of single deck steel concrete composite lining for high water pressure tunnels in coastal area |
| CN107120124A (en) * | 2017-03-20 | 2017-09-01 | 中国铁道科学研究院铁道建筑研究所 | A kind of method for protecting support for tunnel |
| CN107387129A (en) * | 2017-07-17 | 2017-11-24 | 交通运输部公路科学研究所 | A kind of rapid constructing method for controlling the deformation of tunnel extrusion pressing type |
| CN108397215A (en) * | 2018-04-11 | 2018-08-14 | 云南公建科技有限公司 | A kind of tunnel assembled corrugated steel preliminary bracing structure and its installation method |
| CN108590701A (en) * | 2018-04-11 | 2018-09-28 | 云南公建科技有限公司 | A kind of novel tunnel secondary liner structure |
| CN108678751A (en) * | 2018-05-16 | 2018-10-19 | 北京中地盾构工程技术研究院有限公司 | The shield cutter inspection-pit assembly construction method excavated after first jacking |
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| CN110295925A (en) * | 2018-03-21 | 2019-10-01 | 中铁二院(成都)建设发展有限责任公司 | Red beds sand shale serious deformation paragraph construction method |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
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| CN106677795B (en) * | 2017-01-11 | 2019-01-22 | 广东工业大学 | Border on the sea high hydraulic pressure tunnel single layer steel plate concrete composite lining structure and mounting process |
| CN106677795A (en) * | 2017-01-11 | 2017-05-17 | 广东工业大学 | Structure and installation process of single deck steel concrete composite lining for high water pressure tunnels in coastal area |
| CN107120124A (en) * | 2017-03-20 | 2017-09-01 | 中国铁道科学研究院铁道建筑研究所 | A kind of method for protecting support for tunnel |
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| CN107387129A (en) * | 2017-07-17 | 2017-11-24 | 交通运输部公路科学研究所 | A kind of rapid constructing method for controlling the deformation of tunnel extrusion pressing type |
| CN110295925A (en) * | 2018-03-21 | 2019-10-01 | 中铁二院(成都)建设发展有限责任公司 | Red beds sand shale serious deformation paragraph construction method |
| CN108397215A (en) * | 2018-04-11 | 2018-08-14 | 云南公建科技有限公司 | A kind of tunnel assembled corrugated steel preliminary bracing structure and its installation method |
| CN108590701A (en) * | 2018-04-11 | 2018-09-28 | 云南公建科技有限公司 | A kind of novel tunnel secondary liner structure |
| CN108708736B (en) * | 2018-05-16 | 2019-12-27 | 北京中地盾构工程技术研究院有限公司 | Shield cutter head manhole assembly type construction method |
| CN108708727A (en) * | 2018-05-16 | 2018-10-26 | 北京中地盾构工程技术研究院有限公司 | The shield cutter inspection-pit assembly construction method of jacking after half excavation |
| CN108708736A (en) * | 2018-05-16 | 2018-10-26 | 北京中地盾构工程技术研究院有限公司 | Shield cutter inspection-pit assembly construction method |
| CN108708727B (en) * | 2018-05-16 | 2019-12-31 | 北京中地盾构工程技术研究院有限公司 | Half-excavation rear-jacking shield cutter head manhole assembly type construction method |
| CN108678751A (en) * | 2018-05-16 | 2018-10-19 | 北京中地盾构工程技术研究院有限公司 | The shield cutter inspection-pit assembly construction method excavated after first jacking |
| CN108678751B (en) * | 2018-05-16 | 2020-04-07 | 北京中地盾构工程技术研究院有限公司 | Assembly type construction method of shield cutter head manhole by jacking and excavating firstly |
| CN111119948A (en) * | 2019-11-26 | 2020-05-08 | 中铁第一勘察设计院集团有限公司 | Rock burst prevention supporting structure of high-ground-stress hard rock tunnel and construction method of rock burst prevention supporting structure |
| CN111119948B (en) * | 2019-11-26 | 2022-04-22 | 中铁第一勘察设计院集团有限公司 | Construction method of rock burst prevention supporting structure of high-ground-stress hard rock tunnel |
| CN111779512A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
| CN111779512B (en) * | 2020-06-29 | 2022-05-10 | 中铁第一勘察设计院集团有限公司 | Method for building tunnel structure |
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