CN111074781A - Method for quickly excavating suspension bridge tunnel anchor - Google Patents
Method for quickly excavating suspension bridge tunnel anchor Download PDFInfo
- Publication number
- CN111074781A CN111074781A CN201911412960.8A CN201911412960A CN111074781A CN 111074781 A CN111074781 A CN 111074781A CN 201911412960 A CN201911412960 A CN 201911412960A CN 111074781 A CN111074781 A CN 111074781A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- section
- anchor
- excavating
- arch
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
Abstract
The invention discloses a method for rapidly excavating a suspension bridge tunnel anchor, which carries out blasting excavation on a mountain rock stratum and comprises the following steps: dividing a first tunnel into a plurality of first sections in advance, and blasting and excavating two steps of a first arch part and a first bottom for each first section; the first arch part is excavated forwards for M times in sequence according to the inclination angle of the first segment, and the first bottom part is excavated downwards for one time; dividing the second tunnel into a plurality of second sections in advance, and blasting and excavating two steps of a second arch part and a second bottom for each second section; the second arch part is excavated forwards for N times in sequence according to the inclination angle of the second section, and then the second bottom part is excavated downwards according to the section of the second section; m, N are natural numbers, the second tunnel is communicated with the first tunnel, and its section and inclination are both greater than those of the first tunnel. The invention is suitable for tunnel type anchor ingots with large sections and large inclination angles, and can quickly construct and shorten the construction period.
Description
Technical Field
The invention relates to the technical field of design and construction of suspension bridge tunnel type anchors, in particular to a method for quickly excavating a suspension bridge tunnel anchor.
Background
The suspension bridge is a preferred bridge type for super-large span bridges due to the excellent spanning capability, is an ideal bridge type for spanning canyons, rivers and straits, and has a very wide application prospect in mountainous areas in China. The main bearing structure anchorage of the suspension bridge is also a key part of the main cable anchored by the suspension bridge, and the main function of the anchorage is to transmit the tension of the main cable to the foundation, the general suspension bridge anchorage is divided into a self-anchorage type and an earth anchorage type, and the earth anchorage type can be divided into a gravity anchor and a tunnel anchor. In inland plains and river regions, suspension bridge anchorages generally adopt a gravity type; in mountainous areas, the existing tunnel anchors are mostly suitable for being arranged on hard rock masses with good surrounding rock conditions, the rock masses where the tunnel anchors are located have good integrity, the huge uplift resistance provided by the clamping effect of the surrounding rock can be fully utilized, vegetation in anchorage areas develops, and tunnel anchor excavation is implemented in the holes, so that the method is very beneficial to protecting vegetation.
The tunnel anchor is better combined with engineering geological conditions of an anchor site area, but the suspension bridge tunnel anchor is a large-span tunnel structure with a large inclination angle and a gradually-increased section, the difficulty of the excavation construction technology is high, the construction cases of tunnel type anchors exist in China in the past, and the tunnel type anchor construction cases are the first difficulty in restricting the construction period due to slow excavation. Therefore, how to solve the construction problem of the rapid excavation of the tunnel type anchorage is a problem to be solved urgently.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a method for quickly excavating a suspension bridge tunnel anchor, which is suitable for a tunnel type anchor ingot with a large section and a large inclination angle, can be quickly constructed and can shorten the construction period.
In order to achieve the above object, in a first aspect, an embodiment of the present invention provides a method for rapidly excavating a suspension bridge tunnel anchor, where blasting excavation is performed on a mountain rock stratum, and a tunnel of the suspension bridge tunnel anchor at least includes a first tunnel and a second tunnel that are communicated with each other; the excavation method comprises the following steps:
dividing a first tunnel into a plurality of first sections in advance, and blasting and excavating two steps of a first arch part and a first bottom for each first section; sequentially excavating the first arch part forwards for M times according to the inclination angle of the first segment, and excavating the first bottom part downwards for one time;
dividing the second tunnel into a plurality of second sections in advance, and blasting and excavating two steps of a second arch part and a second bottom for each second section; the second arch part is excavated forwards for N times in sequence according to the inclination angle of the second section, and then the second bottom part is excavated downwards according to the section of the second section;
m, N are all natural numbers, and the depths of the first arch part and the second arch part in each excavation are approximately the same; the second tunnel is communicated with the first tunnel, and the section and the inclination angle of the second tunnel are both larger than those of the first tunnel.
On the basis of the technical scheme, the specific steps of excavating the second bottom downwards according to the section of the second segment are as follows:
and dividing the second bottom into at least one section according to the section size of the second section, and excavating each section of the second bottom downwards once.
On the basis of the technical scheme, all the first bottoms form the vertical wall of the first tunnel together.
On the basis of the technical scheme, the first tunnel is close to the opening of the tunnel of the suspension bridge tunnel anchor, wherein the inclination angle of the vertical wall is 15 degrees.
On the basis of the technical scheme, the first tunnel is a pilot tunnel front section, the second tunnel is a pilot tunnel section, and the tunnel of the suspension bridge tunnel anchor further comprises a front anchor chamber section, an anchor plug section and a rear anchor chamber section; the excavation method comprises the following steps:
dividing the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section into a plurality of sections respectively;
blasting and excavating two steps of an arch part and the bottom of each section; and excavating the arch parts in the sections corresponding to the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section forwards at least once according to the respective inclination angles and sections of the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section, and then excavating the bottom parts corresponding to the arch parts downwards once.
On the basis of the technical scheme, the specific method for blasting and excavating the two steps of the arch part and the bottom of each segment comprises the following steps:
sequentially excavating arch parts in the sections of the front section of the pilot tunnel three times forwards along the inclination angle of the front section of the pilot tunnel, and then excavating the bottom part downwards once;
sequentially excavating arch parts in the segments of the pilot tunnel section forwards twice along the inclination angle of the pilot tunnel section, and then excavating the bottom part downwards once;
sequentially excavating arch parts in the segments of the front anchor chamber section forwards twice along the inclination angle of the front anchor chamber section, and then excavating the bottom part downwards once;
excavating arch parts in the segments of the anchor plug body section forward along the inclination angle of the anchor plug body section one time in sequence, and then excavating the bottom part downwards one time;
and excavating the arch parts in the segments of the rear anchor chamber section forward along the inclination angle of the rear anchor chamber section once, dividing the bottom into two sections, and excavating downwards once respectively.
On the basis of the technical scheme, the slag tapping mine car with the adjustable inclination angle is used for tapping at least in the second tunnel.
On the basis of the technical scheme, the slag discharge mine car is provided with an adjustable hydraulic rail bracket.
On the basis of the technical scheme, the steel arch frame supporting is carried out on the excavated first segment or the excavated second segment.
On the basis of the technical scheme, the steel arch frames are connected into an integral structure by using the longitudinal joists.
Compared with the prior art, the invention has the advantages that:
the invention provides a method for quickly excavating a suspension bridge tunnel anchor, which is suitable for blasting and excavating the tunnel anchor in a mountain rock stratum; compared with the existing straight excavation type step excavation method, the method can be used for rapidly excavating the large-inclination-angle large-section or variable-slope anchor hole, the excavation mode is reasonable and scientific, the arch part steps are deeply excavated forwards for multiple times and then deeply excavated downwards for one time to form the bottom according to different tunnel forms by adopting a new excavation sequence, and the large-inclination-angle large-end surface is decomposed to realize controlled blasting excavation; through the orderly excavation of each stage, the difficult excavation degree of the original large inclination angle, large section or variable slope anchor hole is greatly reduced, and meanwhile, a program streamlined circulation system is formed, and the construction efficiency is effectively improved.
Drawings
Fig. 1 is a schematic view of an overall tunnel of a suspension bridge tunnel anchor in an embodiment of the invention;
FIG. 2 is a schematic diagram of a tunnel excavation sequence of a pilot tunnel front section in the embodiment of the present invention;
FIG. 3 is a schematic view of a single first segment excavation sequence;
FIG. 4 is a schematic illustration of a tunnel excavation sequence for a pilot tunnel segment and a front anchor room segment in an embodiment of the present invention;
FIG. 5 is a schematic view of a single second segment excavation sequence;
figure 6 is a schematic representation of a tunnel excavation sequence for an anchor block section in an embodiment of the invention;
FIG. 7 is a schematic illustration of a tunnel excavation sequence for a rear anchor room section in an embodiment of the present invention;
FIG. 8 is a schematic view of a slag tapping mine car;
FIG. 9 is a schematic view of the installation distribution of the steel arch and the longitudinal joists;
in the figure: 1. a first tunnel; 10. a first segment; 11. a first arch portion; 12. a first bottom portion; 2. a second tunnel; 20. a second segment; 21. a second arch portion; 22. a second bottom; 3. deslagging the mine car; 31. a base; 32. a hydraulic lever; 33. a bracket; 34. a hauling rope; 41. a steel arch frame; 42. and (4) longitudinal joists.
Detailed Description
Embodiments of the present invention will be described in further detail below with reference to the accompanying drawings.
Referring to fig. 1, an embodiment of the present invention provides a method for rapidly excavating a suspension bridge tunnel anchor, which performs blasting excavation on a mountain rock stratum, where a tunnel of the suspension bridge tunnel anchor includes a first tunnel 1 and a second tunnel 2 that are communicated with each other; the excavation method mainly comprises the following steps:
step 1: dividing a first tunnel 1 into a plurality of first sections 10 in advance, blasting and excavating each first section 10 by two steps including a first arch part 11 and a first bottom part 12, wherein in the embodiment, the first tunnel 1 is a front section of a pilot tunnel; wherein, the first arch 11 is excavated M times forward, specifically three times, and then the first bottom 12 is excavated downward once according to the inclination angle of the first segment 10; assuming that the depth of each forward excavation of the first arch 11 is two meters, the depth of the forward excavation of the first arch 11 in each first segment 10 is six meters, and then the first bottom 12 corresponding to the excavated first arch 11 is blasted downwards for excavation, so that the problem that the first arch 11 is too deep to continue excavation is effectively avoided. Reference is made to fig. 2-3, wherein fig. 3 is a schematic illustration of a sequence of excavation of a first arch and a first floor in a single first segment.
Step 2: dividing a second tunnel 2 into a plurality of second sections 20 in advance, blasting and excavating each second section 20 by two steps, namely a second arch part 21 and a second bottom part 22, wherein in the embodiment, the second tunnel 2 is a pilot tunnel section communicated with the front section of the pilot tunnel; wherein, the second arch 21 is excavated N times forward in sequence according to the inclination angle of the second segment 20, specifically twice in this embodiment, and then the second bottom 22 is excavated downward according to the cross section of the second segment 20; dividing the second bottom 22 into at least one section according to the section size of the second section 20, and excavating each section of the second bottom 22 once; in general, the second bottom portion 22 is excavated once, and if the length of the second bottom portion 22 is long, the second bottom portion 22 is divided into two sections, and the two sections are excavated once. Reference is made to fig. 4-5, wherein fig. 5 is a schematic illustration of the excavation sequence of the second arch 21 and the second base 22 in a single second segment 20.
The depths of the first arch part 11 and the second arch part 21 in each excavation are approximately the same, specifically, the excavation is carried out for two meters forwards; the second tunnel 2 is communicated with the first tunnel 1, and the section and the inclination angle of the second tunnel are both larger than those of the first tunnel 1.
Therefore, the method for rapidly excavating the suspension bridge tunnel anchor provided by the embodiment of the invention can be divided into a plurality of different sections according to the tunnel form, namely the inclination angle and the section, in the tunnel anchor, and different excavation sequences are carried out on the arch parts and the bottoms in the plurality of sections, so that the variable slope tunnel can be effectively excavated; through the orderly excavation of each stage, the difficult excavation degree of original large inclination angle, large section or variable slope anchor hole has greatly reduced.
Specifically, all the first bottoms 12 together form a vertical wall of the first tunnel 1, and the corners of the first bottoms 12 are manually trimmed, so that the inclination angle of the vertical wall is approximately 15 °, as shown in fig. 2, and the first tunnel 1 is close to the tunnel opening of the suspension bridge tunnel anchor; the excavation process of the pilot tunnel section is convenient.
The method for rapidly excavating the suspension bridge tunnel anchor provided by the invention is explained in combination with an example in practical construction application. The first tunnel 1 is a pilot tunnel front section, the second tunnel 2 is a pilot tunnel section, and the suspension bridge tunnel anchor tunnel further comprises a front anchor chamber section, an anchor plug section and a rear anchor chamber section; the excavation method comprises the following steps:
step 1: pre-dividing a suspension bridge tunnel anchor into a pilot tunnel front section, a pilot tunnel section, a front anchor chamber section, an anchor plug section and a rear anchor chamber section, and respectively dividing the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section into a plurality of sections;
step 2: blasting and excavating two steps of an arch part and the bottom of each section; and excavating the arch parts in the sections corresponding to the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section forwards at least once according to the respective inclination angles and sections of the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section, and then excavating the bottom parts corresponding to the arch parts downwards once.
Specifically, the specific method for blasting excavation of two steps of the arch part and the bottom part of each segment comprises the following steps:
step 201: sequentially excavating arch parts in the sections of the front section of the pilot tunnel three times forwards along the inclination angle of the front section of the pilot tunnel, and then excavating the bottom part downwards once; as shown in FIGS. 2 to 3; specifically, all bottoms in the sections of the forepart of the guide hole form a vertical wall of the forepart of the guide hole together, and the corners of the bottoms are manually trimmed, so that the inclination angle of the vertical wall is approximately 15 degrees.
Step 202: sequentially excavating arch parts in the segments of the pilot tunnel section forwards twice along the inclination angle of the pilot tunnel section, and then excavating the bottom part downwards once; as shown in FIGS. 4-5.
Step 203: sequentially excavating arch parts in the segments of the front anchor chamber section forwards twice along the inclination angle of the front anchor chamber section, and then excavating the bottom part downwards once; as shown in FIGS. 4-5.
Step 204: excavating arch parts in the segments of the anchor plug body section forward along the inclination angle of the anchor plug body section one time in sequence, and then excavating the bottom part downwards one time; as shown in fig. 6.
Step 205: the arch parts in the segments of the rear anchor chamber segment are excavated once along the inclination angle of the rear anchor chamber segment, then the bottom is divided into two segments, and the two segments are excavated downwards once respectively, wherein when the length of the bottom of the rear anchor chamber segment is short, the bottom segment is only excavated downwards once without excavating the bottom segment; as shown in fig. 7.
In the construction process, rock waste generated by blasting excavation also needs to be quickly transferred out of the tunnel, the inclination angle of the tunnel in the deep part of the tunnel anchor is large, and the conventional slag car can not meet the requirement, so the embodiment of the invention also comprises the step of using the slag-tapping mine car 3 with the adjustable inclination angle to tap slag at least in the second tunnel 2, and the slag can be quickly tapped in the tunnel with the steeper gradient. In particular, as shown in fig. 8, the slag car 3 has an adjustable hydraulic rail carriage; the slag-tapping mine car 3 comprises a base 31, a hydraulic rod 32 and a bracket 33, wherein the front end of the bracket 33 is hinged with the base 31, the rear end of the bracket 33 is connected with the base 31 through the hydraulic rod 32, the hydraulic rod 32 extends outwards to drive the bracket 33 to rotate anticlockwise so that the rear end of the bracket 33 is far away from the base 31, namely, the plane of the bracket 33 can adapt to the actual tunnel slope, and conversely, the hydraulic rod 32 contracts inwards, and the rear end of the bracket 33 is close to the base 31. Wherein the slag car is moved outwardly by a tractive line 34 drawn by tractive force.
In order to ensure the safety of the excavation process, the excavated first segment 10 or second segment 20 is preferably braced with a steel arch 41, as shown in fig. 9. Further, the steel arches 41 are connected as a unitary structure using longitudinal joists 42. The steel arch 41 and the longitudinal joist 42 are common technical means in tunnel excavation construction, so that in the embodiment, only the distribution form of the steel arch 41 and the longitudinal joist 42 is illustrated, and the steel arch 41 and the longitudinal joist 42 are not explained in detail in the drawings.
In order to quickly construct and excavate, a steel structure construction platform is also erected near the front section of the pilot tunnel so as to perform operations such as parking of mechanical equipment, stacking of materials and the like.
In this embodiment, according to the sequence of the serial numbers in the drawings of the specification, the arch part and the bottom part are excavated, the arch part is blasted and excavated forward in a plurality of times, the difficulty of excavating a deep tunnel in the mountain rock can be reduced, the construction period is controllable, and the bottom part is blasted once or twice according to the length of the bottom part, namely the section size of the current tunnel, wherein the positions of the two blasting are horizontally arranged in parallel.
The present invention is not limited to the above-mentioned preferred embodiments, and any other products in various forms can be obtained by anyone with the teaching of the present invention, but any changes in the shape or structure thereof, which have the same or similar technical solutions as the present invention, are within the protection scope.
Claims (10)
1. A method for rapidly excavating a suspension bridge tunnel anchor is used for blasting and excavating a mountain rock stratum, and is characterized in that the tunnel of the suspension bridge tunnel anchor at least comprises a first tunnel (1) and a second tunnel (2) which are communicated with each other; the excavation method comprises the following steps:
dividing a first tunnel (1) into a plurality of first sections (10) in advance, and blasting and excavating two steps of a first arch part (11) and a first bottom (12) for each first section (10); wherein the first arch (11) is excavated M times forward in sequence according to the inclination of the first segment (10) and the first bottom (12) is excavated once downwards;
dividing a second tunnel (2) into a plurality of second sections (20) in advance, and blasting and excavating two steps of a second arch part (21) and a second bottom part (22) for each second section (20); wherein the second arch (21) is excavated N times forward in sequence according to the inclination angle of the second segment (20), and the second bottom (22) is excavated downward according to the section of the second segment (20);
m, N are natural numbers, and the depths of the first arch part (11) and the second arch part (21) in each excavation are approximately the same; the second tunnel (2) is communicated with the first tunnel (1), and the section and the inclination angle of the second tunnel are both larger than those of the first tunnel (1).
2. The method for rapid excavation of a suspension bridge tunnel anchor according to claim 1, wherein the concrete steps of downwardly excavating the second bottom (22) according to the section of the second segment (20) are:
the second bottom (22) is divided into at least one section according to the section size of the second section (20), and the second bottom (22) of each section is dug downwards once in each direction.
3. Method for the rapid excavation of a suspension bridge tunnel anchor according to claim 1, characterized in that all the first bottoms (12) together form the vertical walls of the first tunnel (1).
4. Method for the rapid excavation of a suspension bridge tunnel anchor according to claim 3, wherein the first tunnel (1) is close to the opening of the suspension bridge tunnel anchor tunnel, wherein the angle of inclination of the vertical wall is 15 °.
5. The method for rapid excavation of a suspension bridge tunnel anchor according to claim 1, wherein the first tunnel (1) is a pilot tunnel front section, the second tunnel (2) is a pilot tunnel section, and the suspension bridge tunnel anchor tunnel further comprises a front anchor chamber section, an anchor plug section, and a rear anchor chamber section; the excavation method comprises the following steps:
dividing the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section into a plurality of sections respectively;
blasting and excavating two steps of an arch part and the bottom of each section; and excavating the arch parts in the sections corresponding to the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section forwards at least once according to the respective inclination angles and sections of the pilot tunnel front section, the pilot tunnel section, the front anchor chamber section, the anchor plug section and the rear anchor chamber section, and then excavating the bottom parts corresponding to the arch parts downwards once.
6. The method for rapidly excavating the suspension bridge tunnel anchor according to claim 5, wherein the specific blasting excavation method for the two steps of the equal arch part and the bottom part of each segment comprises the following steps:
sequentially excavating arch parts in the sections of the front section of the pilot tunnel three times forwards along the inclination angle of the front section of the pilot tunnel, and then excavating the bottom part downwards once;
sequentially excavating arch parts in the segments of the pilot tunnel section forwards twice along the inclination angle of the pilot tunnel section, and then excavating the bottom part downwards once;
sequentially excavating arch parts in the segments of the front anchor chamber section forwards twice along the inclination angle of the front anchor chamber section, and then excavating the bottom part downwards once;
excavating arch parts in the segments of the anchor plug body section forward along the inclination angle of the anchor plug body section one time in sequence, and then excavating the bottom part downwards one time;
and excavating the arch parts in the segments of the rear anchor chamber section forward along the inclination angle of the rear anchor chamber section once, dividing the bottom into two sections, and excavating downwards once respectively.
7. Method for the rapid excavation of suspension bridge tunnel anchors according to claim 1, characterized in that tapping is carried out at least in the second tunnel (2) using tapping mine cars (3) with adjustable inclination.
8. Method for the rapid excavation of a suspension bridge tunnel anchor according to claim 7, characterized in that the tapping tramcar (3) has adjustable hydraulic rail brackets.
9. Method for the rapid excavation of a suspension bridge tunnel anchor according to claim 1, characterized in that the excavated first segment (10) or second segment (20) is braced with a steel arch (41).
10. Method for the rapid excavation of a suspension bridge tunnel anchor according to claim 9, characterized in that the steel arches (41) are connected as a unitary structure using longitudinal joists (42).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911412960.8A CN111074781A (en) | 2019-12-31 | 2019-12-31 | Method for quickly excavating suspension bridge tunnel anchor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911412960.8A CN111074781A (en) | 2019-12-31 | 2019-12-31 | Method for quickly excavating suspension bridge tunnel anchor |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111074781A true CN111074781A (en) | 2020-04-28 |
Family
ID=70320695
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911412960.8A Pending CN111074781A (en) | 2019-12-31 | 2019-12-31 | Method for quickly excavating suspension bridge tunnel anchor |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111074781A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282782A (en) * | 2020-10-28 | 2021-01-29 | 中铁大桥局集团有限公司 | Method for rapidly discharging slag from anchor hole of large-inclination-angle tunnel of suspension bridge |
| CN112901223A (en) * | 2021-02-02 | 2021-06-04 | 中铁大桥局集团第五工程有限公司 | Tunnel anchor mechanical equipment with ultra-large inclination angle and method for automatically transporting materials |
| CN112901201A (en) * | 2021-02-02 | 2021-06-04 | 中铁大桥局集团第五工程有限公司 | Construction method for large-capacity rapid slag tapping of tunnel anchor with ultra-large inclination angle |
| CN113605903A (en) * | 2021-08-31 | 2021-11-05 | 四川公路桥梁建设集团有限公司 | Method for quickly, simply and easily excavating and lining new abnormal anchorage tunnel or arch foundation chamber |
| CN114561876A (en) * | 2022-03-24 | 2022-05-31 | 中铁大桥局集团第八工程有限公司 | Small-inclination-angle tunnel type anchorage excavation construction method for suspension bridge |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2528467A1 (en) * | 1982-06-11 | 1983-12-16 | Matiere Marcel | PROCESS FOR RETAINING LAND AFTER EXCAVATION OF A SLOPED GROUND, PARTICULARLY FOR CROSSING A PIPE IN A TRENCH |
| JPH083920A (en) * | 1994-06-21 | 1996-01-09 | Hazama Gumi Ltd | Mountain suspension bridge |
| JPH11229377A (en) * | 1998-02-17 | 1999-08-24 | Nittoc Constr Co Ltd | Long cut earth slope reducing method |
| JP2002004304A (en) * | 2000-06-16 | 2002-01-09 | Nippon Zenith Pipe Co Ltd | Construction method at embankment installation of hollow structure |
| CN102776831A (en) * | 2012-08-23 | 2012-11-14 | 中铁二院工程集团有限责任公司 | Bridge bulk mass concrete skewback structure |
| CN103244146A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for steel frame connection in tunnel anchor-plate retaining |
| CN105648921A (en) * | 2016-02-18 | 2016-06-08 | 长江水利委员会长江科学院 | Suspension bridge rock mass and reinforced concrete plate composited type anchorage and construction method thereof |
| CN105909306A (en) * | 2016-06-22 | 2016-08-31 | 四川路桥华东建设有限责任公司 | Super-long large dip angle tunnel anchorage double-track slag removal construction method |
| CN207045190U (en) * | 2017-04-11 | 2018-02-27 | 中国重汽集团湖北华威专用汽车有限公司 | A kind of shifting stage of car transporter |
| CN108891884A (en) * | 2018-09-03 | 2018-11-27 | 苏灵波 | A kind of mountainous region pipeline is speedily carried out rescue work transport vehicle and the application method of climbing |
| CN110435678A (en) * | 2019-08-29 | 2019-11-12 | 成都天府轨谷科技有限公司 | A kind of self-propelled wheel track rack rails flat car for transportation |
| CN209669701U (en) * | 2019-01-16 | 2019-11-22 | 中交四公局第六工程有限公司 | A kind of Tunnel-Type Anchorage of Suspension Bridge anchor hole deslagging device |
-
2019
- 2019-12-31 CN CN201911412960.8A patent/CN111074781A/en active Pending
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2528467A1 (en) * | 1982-06-11 | 1983-12-16 | Matiere Marcel | PROCESS FOR RETAINING LAND AFTER EXCAVATION OF A SLOPED GROUND, PARTICULARLY FOR CROSSING A PIPE IN A TRENCH |
| JPH083920A (en) * | 1994-06-21 | 1996-01-09 | Hazama Gumi Ltd | Mountain suspension bridge |
| JPH11229377A (en) * | 1998-02-17 | 1999-08-24 | Nittoc Constr Co Ltd | Long cut earth slope reducing method |
| JP2002004304A (en) * | 2000-06-16 | 2002-01-09 | Nippon Zenith Pipe Co Ltd | Construction method at embankment installation of hollow structure |
| CN102776831A (en) * | 2012-08-23 | 2012-11-14 | 中铁二院工程集团有限责任公司 | Bridge bulk mass concrete skewback structure |
| CN103244146A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for steel frame connection in tunnel anchor-plate retaining |
| CN105648921A (en) * | 2016-02-18 | 2016-06-08 | 长江水利委员会长江科学院 | Suspension bridge rock mass and reinforced concrete plate composited type anchorage and construction method thereof |
| CN105909306A (en) * | 2016-06-22 | 2016-08-31 | 四川路桥华东建设有限责任公司 | Super-long large dip angle tunnel anchorage double-track slag removal construction method |
| CN207045190U (en) * | 2017-04-11 | 2018-02-27 | 中国重汽集团湖北华威专用汽车有限公司 | A kind of shifting stage of car transporter |
| CN108891884A (en) * | 2018-09-03 | 2018-11-27 | 苏灵波 | A kind of mountainous region pipeline is speedily carried out rescue work transport vehicle and the application method of climbing |
| CN209669701U (en) * | 2019-01-16 | 2019-11-22 | 中交四公局第六工程有限公司 | A kind of Tunnel-Type Anchorage of Suspension Bridge anchor hole deslagging device |
| CN110435678A (en) * | 2019-08-29 | 2019-11-12 | 成都天府轨谷科技有限公司 | A kind of self-propelled wheel track rack rails flat car for transportation |
Non-Patent Citations (3)
| Title |
|---|
| 四川省公路学会工程施工专业委员会: "《隧道 桥梁 道路 水港--2011年学术交流会论文集》", 31 October 2011, 电子科技大学出版社 * |
| 洪开荣等: "《钻爆法修建水下隧道的创新与实践》", 31 January 2015 * |
| 王进等: "《铁路工程施工（修订版）》", 31 July 2002, 中国铁道出版社 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282782A (en) * | 2020-10-28 | 2021-01-29 | 中铁大桥局集团有限公司 | Method for rapidly discharging slag from anchor hole of large-inclination-angle tunnel of suspension bridge |
| CN112901223A (en) * | 2021-02-02 | 2021-06-04 | 中铁大桥局集团第五工程有限公司 | Tunnel anchor mechanical equipment with ultra-large inclination angle and method for automatically transporting materials |
| CN112901201A (en) * | 2021-02-02 | 2021-06-04 | 中铁大桥局集团第五工程有限公司 | Construction method for large-capacity rapid slag tapping of tunnel anchor with ultra-large inclination angle |
| CN113605903A (en) * | 2021-08-31 | 2021-11-05 | 四川公路桥梁建设集团有限公司 | Method for quickly, simply and easily excavating and lining new abnormal anchorage tunnel or arch foundation chamber |
| CN113605903B (en) * | 2021-08-31 | 2024-04-09 | 四川公路桥梁建设集团有限公司 | Quick, simple and easy-to-operate new excavation and lining method for tunnel or arch base chamber of special anchorage |
| CN114561876A (en) * | 2022-03-24 | 2022-05-31 | 中铁大桥局集团第八工程有限公司 | Small-inclination-angle tunnel type anchorage excavation construction method for suspension bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111074781A (en) | Method for quickly excavating suspension bridge tunnel anchor | |
| CN106907159B (en) | Shallow-buried underground excavation subway station separated open type structure and construction method thereof | |
| CN106761778B (en) | A kind of underground digging in subway station construction technology suitable for upper-soft lower-hard ground | |
| CN105888703B (en) | Super Shallow Covered Metro Station construction method under lateral canopy lid is performed in micro- pilot tunnel | |
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN202707075U (en) | Long-span subway station main structure constructed based on column and arch method | |
| CN102748040B (en) | Main structure for metro long-span station and pillar arching construction method thereof | |
| CN103899318B (en) | The milling of medium ground tunnel is dug and supporting machinery construction | |
| CN109209392B (en) | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel | |
| CN108204240A (en) | Newly built tunnels closely on across existing tunnel anti-floating reinforcement system and its reinforcement means | |
| CN107060771A (en) | Middle short tunnel is unidirectionally appeared excavation method | |
| CN103244133B (en) | The milling of coal measure strata tunnel is dug and is combined construction with explosion | |
| CN103742158B (en) | The advance support in inclination tunnel and method for digging | |
| CN106759376B (en) | For closing on the construction method of the Anchored Sheet Pile Wall for Excavation system of existing underground structure | |
| CN102953737B (en) | Construction method for inverted arch of VI-level water-enriched surrounding rock tunnel | |
| CN105648921A (en) | Suspension bridge rock mass and reinforced concrete plate composited type anchorage and construction method thereof | |
| CN103628885A (en) | Tunnel exit cover-excavation construction method of Ultra-shadow buried tunnel | |
| CN207934910U (en) | A kind of newly built tunnels closely on across existing tunnel anti-floating reinforcement system | |
| CN110486036B (en) | Construction method for expanding arch foot primary support arch cover method | |
| WO2020259059A1 (en) | Tbm parallel heading tunnel trunk construction method | |
| CN107724236A (en) | A kind of Tunnel-Type Anchorage of Suspension Bridge combination anchor and method of construction | |
| CN110439008A (en) | A kind of composite reinforcement method suitable for Soft Rock Slope landslide control | |
| CN108518229A (en) | Large deformation weak broken wall rock outsized section tunnel excavation supporting structure and construction method | |
| CN115182737B (en) | Vertical orthogonal ejection type air duct structure of deeply buried subway station and construction method | |
| CN110242305A (en) | A kind of inclined shaft applies the construction technique in main hole into single side heading method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200428 |