CN113202517A - Active loading method for locking steel pipe of primary support of tunnel - Google Patents
Active loading method for locking steel pipe of primary support of tunnel Download PDFInfo
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- CN113202517A CN113202517A CN202110670132.5A CN202110670132A CN113202517A CN 113202517 A CN113202517 A CN 113202517A CN 202110670132 A CN202110670132 A CN 202110670132A CN 113202517 A CN113202517 A CN 113202517A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 192
- 239000010959 steel Substances 0.000 title claims abstract description 192
- 238000011068 loading method Methods 0.000 title claims abstract description 121
- 238000006073 displacement reaction Methods 0.000 claims abstract description 49
- 239000011435 rock Substances 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 17
- 230000008569 process Effects 0.000 claims abstract description 14
- 238000003466 welding Methods 0.000 claims abstract description 9
- 239000002689 soil Substances 0.000 claims abstract description 7
- 230000008859 change Effects 0.000 claims description 21
- 230000007704 transition Effects 0.000 claims description 9
- 239000006260 foam Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 238000011161 development Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 17
- 230000008093 supporting effect Effects 0.000 abstract description 7
- 230000000694 effects Effects 0.000 description 7
- 238000011160 research Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 210000001503 joint Anatomy 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000036316 preload Effects 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 101150097977 arch-1 gene Proteins 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/26—Shoes for connecting arch members to longitudinal struts
-
- 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
- E21D11/28—Longitudinal struts, i.e. longitudinal connections between adjoining arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an active loading method for a locking steel pipe of a tunnel primary support, which comprises the following steps: erecting a steel arch frame of a welding stress meter, and arranging a soil pressure box between the steel arch frame and the surrounding rock; driving a lock pin steel pipe internally provided with a displacement sensor; fixedly mounting a loading support and a steel arch frame; a loading jack is erected between the loading support and the lock leg steel pipe, and the bottom end of the loading jack is clamped and fixed with the lock leg steel pipe; vertically loading the lock pin steel pipe through a jack, and loading and deforming the lock pin steel pipe to the optimal predeformation based on the collection and analysis of various data; welding the locking steel pipe on the steel arch frame; and analyzing to obtain the optimal pre-loading displacement of the lock leg steel pipe, and applying the optimal end displacement to the subsequent lock leg steel pipe by the loading method. By the method, the vertical loading of the locking steel pipes can be conveniently carried out in the tunnel construction process, the optimal prestress of the locking steel pipes in different surrounding rock strata can be found, and the active supporting effect of the locking steel pipes can be accurately realized.
Description
Technical Field
The invention relates to the technical field of tunnel support, in particular to an active loading method for a locking pin steel pipe of a primary tunnel support.
Background
In recent years, the foot locking steel pipe is more and more widely applied to the construction of weak surrounding rock tunnels. When the tunnel is excavated, in order to prevent the foundation from softening and the supporting structure from sinking caused by the excavation of a lower step, a locking steel pipe with corresponding specification is driven into the tunnel at a certain distance from the arch springing or the wall springing along the transverse direction of the tunnel according to a certain lower inserting angle, and the end head of the locking steel pipe is firmly welded with the steel arch, so that the deformation of the steel arch is limited, and the bearing capacity of the steel arch is fully exerted. However, the supporting system can only play a corresponding role after the surrounding rock deforms, namely, when the surrounding rock deforms, the foot locking steel pipe provides vertical bearing capacity, and when the surrounding rock deforms greatly, the foot locking steel pipe can provide large bearing capacity, so that passive bearing is achieved. If a certain vertical load is given to the steel pipe in advance before the steel locking leg steel pipe is welded with the steel arch, and then the steel pipe is welded with the steel arch together, when the preload is removed, the steel locking leg steel pipe can immediately transmit the counterforce of the preload to the steel arch, and the supporting rigidity of the steel locking leg steel pipe when surrounding rocks slightly deform is ensured. Due to different surrounding rock conditions, different excavation methods and different supporting opportunities, the change rule of the surrounding rock load along with time and the size of the surrounding rock load borne in the final stable state of the tunnel can be influenced, and different engineering geological conditions and hydrogeological conditions can correspond to different foot-locking steel pipe bearing deformation characteristics. Therefore, the stress characteristics of the locking steel tube under different load actions are researched under the conditions of monitoring the internal force of the steel arch frame and the deformation of the locking steel tube aiming at different tunnel geological conditions, so that reasonable prestress is found, and the active bearing effect of the locking steel tube is ensured.
At present, when a locking leg steel pipe is loaded, on one hand, the locking leg steel pipe is limited by the lack of a loading device which does not influence normal construction, on one hand, simulation loading can be usually carried out only based on geotechnical tests and the like, then data acquisition and analysis are carried out, predeformation which enables the locking leg steel pipe to achieve the best active bearing effect is obtained, actual construction preloading is guided based on the predeformation conclusion, and the simulation loaded data and the field actual measured data have certain difference, so that the active bearing effect of the locking leg steel pipe in the actual construction process can be influenced to a certain extent; on the other hand, based on research and analysis of geotechnical tests and the like, deformation characteristics of the lock leg steel pipe are generally considered only in a one-sided mode, and influences of actual steel arch frame internal force changes, pressure changes between surrounding rocks and primary supports and the like cannot be comprehensively analyzed, so that the obtained conclusion of the optimal predeformation of the lock leg steel pipe is bound to exist in a one-sided mode, and the active bearing effect of the lock leg steel pipe is further influenced.
Disclosure of Invention
In view of the above, the present invention provides an active loading method for a preliminary tunnel support lock pin steel pipe, so as to facilitate vertical loading of the lock pin steel pipe in a tunnel construction process, and simultaneously, research the bearing performance of the lock pin steel pipe through field actual measurement and collection of various data, find the optimal prestress or predeformation of the lock pin steel pipe, and improve the active bearing effect of the lock pin steel pipe.
The invention solves the problems through the following technical means:
an active loading method for a locking steel pipe of a tunnel primary support comprises the following steps:
s1: erecting a steel arch, welding a stress meter on the steel arch, and laying a soil pressure cell between the steel arch and the surrounding rock;
s2: filling the connecting area of the steel arch frame and the locking steel pipe with foam, removing the foam after the concrete is sprayed, and driving the locking steel pipe into the surrounding rock;
s3: a displacement sensor for monitoring the bending shape and end displacement of the lock leg steel pipe when bearing vertical load is arranged in the lock leg steel pipe;
s4: fixedly mounting a loading support and a steel arch frame;
s5: a loading jack is erected between the loading support and the lock leg steel pipe, one end of the loading jack is in abutting contact with the loading support, a pressure sensor is arranged between the loading support and the loading support, and the other end of the loading jack is fixedly clamped with the lock leg steel pipe through a lock leg steel pipe clamping groove;
s6: vertically loading the lock leg steel pipe through a loading jack, recording the reading change of a displacement sensor in the lock leg steel pipe during the period, calculating the vertical displacement variation of the lock leg steel pipe through the reading change of the displacement sensor, and judging the plastic development condition of the lock leg steel pipe; meanwhile, observing and recording the internal force change of the steel arch frame and the pressure change between the surrounding rock and the primary support; loading and deforming the lock leg steel pipe to the optimal predeformation based on the collection and analysis of various data;
s7: and welding the locking steel pipe on the steel arch frame, removing the pressure of the loading jack, and dismantling the loading support.
S8: and calculating to obtain the pre-optimal load size and the end displacement of the lock leg steel pipe suitable for the surrounding rock stratum, and applying the optimal end displacement to the lock leg steel pipe excavated in the subsequent step by the loading method.
Further, the displacement sensor adopted in step S3 is formed by linearly splicing a plurality of sections of tilt sensors at intervals through elastic members; in step S6, the specific process of calculating the vertical displacement variation of the lock leg steel tube through the reading variation of the displacement sensor is as follows: according to the angle change of a single tilt sensor, the distance between two adjacent tilt sensors is combined, the deformation form of a small section of curve of the lock leg steel pipe is approximately simplified into a straight line, and the vertical displacement variable quantity of a single section is calculated:
and (3) accumulating the far ends of the tilt sensors connected in series in a segmented manner to obtain displacement variation and total vertical deformation of each section of the lock leg steel pipe:
Z＝∑ΔLn
in the formula, Delta Ln is single-stage vertical displacementA variation amount; hn is the length of a single segment;
measuring an included angle between the inclination angle sensor and the horizontal plane;
the initial installation included angle between the tilt angle sensor and the horizontal plane is included; z is the total vertical displacement of the lock leg steel pipe.
Further, the loading support comprises an integrally connected abutting bottom plate and a fixed side plate, and the fixed side plate is fixedly connected with the steel arch frame through a fixing bolt assembly.
Further, the one end that fixed curb plate was kept away from to the butt bottom plate is connected with transition butt board through the articulated elements, be provided with the adjusting bolt who is used for adjusting transition butt board inclination on the butt bottom plate.
Further, the fixing bolt assembly comprises a fixing bolt and a fixing nut, a clamping plate is integrally connected to the nut end of the fixing bolt, the cross section of a screw of the fixing bolt is in a waist shape, and a waist-shaped hole matched with the screw of the fixing bolt is formed in the fixing side plate.
Furthermore, a reinforcing rib plate is arranged between the abutting bottom plate and the fixed side plate.
Furthermore, a reinforcing connecting rod is arranged between the loading jack body and the locking pin steel pipe clamping groove.
Furthermore, the loading jack is a hand-operated jack provided with a rocking handle.
The invention has the beneficial effects that:
according to the active loading method for the locking steel tube for the primary support of the tunnel, on one hand, based on a specific loading device and a loading process, the loading device constructs a supporting point for loading on a construction site by arranging a loading support fixedly connected with a steel arch and a locking steel tube clamping groove fixedly clamped with the locking steel tube, can load the locking steel tube under the condition that normal construction is not influenced, meets the loading requirement of actually measured loading of the locking steel tube on the construction site, and can adapt to loading of different positions of the steel arch. On the other hand, the bearing performance of the locking steel pipe can be synchronously researched based on the actual construction process, the internal force change of the steel arch frame and the pressure change between surrounding rocks and primary support are respectively observed and recorded through the stressometer and the soil pressure cell, various key data are comprehensively analyzed, the optimal prestress or pre-deformation of the locking steel pipe is found, and therefore the active bearing effect of the locking steel pipe is improved. In addition, the follow-up construction can be accurately guided.
Drawings
The invention is further described below with reference to the figures and examples.
FIG. 1 is a schematic structural diagram of a loading device according to a preferred embodiment of the active loading method for a preliminary tunnel support lock leg steel pipe of the present invention;
FIG. 2 is a schematic structural view of a loading seat;
FIG. 3 is a schematic structural view of a fixing bolt;
FIG. 4 is a schematic structural view of a loading jack;
FIG. 5 is a schematic structural diagram of a displacement sensor;
fig. 6 is a schematic diagram of a displacement sensor measuring the vertical displacement variation of the lock leg steel tube.
Detailed Description
The present invention will be described in further detail below with reference to examples. The features and advantages of the present invention will become more apparent from the description. It is to be understood that the described embodiments are merely a few embodiments of the invention, and not all embodiments.
According to the active loading method for the locking steel tube for the primary support of the tunnel, the following loading device is adopted for carrying out vertical loading, as shown in the figures 1-4, the loading device comprises a loading support 3, a loading jack 8 and a locking steel tube clamping groove 11, the loading support 3 is detachably and fixedly connected with a steel arch frame 1, one end of the loading jack 8 is abutted against the loading support 3, and the other end of the loading jack is fixedly connected with the locking steel tube clamping groove 11; the method specifically comprises the following steps:
s1: erecting a steel arch frame 1, welding a stress meter on the steel arch frame, and arranging a soil pressure cell between the steel arch frame and the surrounding rock;
s2: filling foam in a connecting area of the steel arch frame 1 and the locking steel pipe 2, removing the foam after the concrete is sprayed, and driving the locking steel pipe 2 into the surrounding rock;
s3: a displacement sensor for monitoring the bending shape and end displacement of the lock leg steel pipe when bearing vertical load is arranged in the lock leg steel pipe 2;
s4: fixedly mounting a loading support 3 and a steel arch frame 2;
s5: a loading jack 8 is erected between the loading support 3 and the lock pin steel pipe 2, one end of the loading jack 8 is in abutting contact with the loading support 3, a pressure sensor is arranged between the loading jack and the loading support 3, and the other end of the loading jack 8 is fixedly clamped with the lock pin steel pipe 2 through a lock pin steel pipe clamping groove 11;
s6: vertically loading the steel pipe of the locking leg through a loading jack 8, recording the reading change of a displacement sensor in the steel pipe of the locking leg in the period, calculating the vertical displacement variable quantity of the steel pipe of the locking leg through the reading change of the displacement sensor, and judging the plastic development condition of the steel pipe of the locking leg; meanwhile, observing and recording the internal force change of the steel arch frame and the pressure change between the surrounding rock and the primary support; loading and deforming the lock leg steel pipe to the optimal predeformation based on the collection and analysis of various data; for example, when the vertical displacement variation of the lock leg steel pipe, the display value of the pressure gauge and the numerical value of the soil pressure cell reach certain preset values based on theory, the lock leg steel pipe is loaded and deformed to the optimal predeformation or the optimal stress is reached;
s7: and welding the locking steel tube 2 on the steel arch frame 1, removing the pressure of the loading jack, and removing the loading support.
S8: and calculating to obtain the pre-optimal load size and the end displacement of the lock leg steel pipe suitable for the surrounding rock stratum, and applying the optimal end displacement to the lock leg steel pipe excavated in the subsequent step by the loading method.
As a further optimization of the above technical solution, as shown in fig. 5, the displacement sensor adopted in step S3 is formed by linearly splicing a plurality of sections of tilt sensors 14 at intervals through elastic members 15; in step S6, the specific process of calculating the vertical displacement variation of the lock leg steel tube through the reading variation of the displacement sensor is as follows: according to the angle change of a single tilt sensor, the distance between two adjacent tilt sensors is combined, the deformation form of a small section of curve of the lock leg steel pipe is approximately simplified into a straight line, and the vertical displacement variable quantity of a single section is calculated:
and (3) accumulating the far ends of the tilt sensors connected in series in a segmented manner, as shown in fig. 6, obtaining the displacement variation and the total vertical deformation of each section of the lock leg steel pipe:
Z＝∑ΔLn
in the formula, delta Ln is the variation of single-section vertical displacement; hn is the length of a single segment;
measuring an included angle between the inclination angle sensor and the horizontal plane;
the initial installation included angle between the tilt angle sensor and the horizontal plane is included; z is the total vertical displacement of the lock leg steel pipe.
By adopting the displacement measurement mode, during measurement, operations such as drilling, cutting and welding of the lock leg steel pipe are not needed, the transverse deformation of the lock leg steel pipe when the lock leg steel pipe is subjected to end load can be calculated through the reading change of the inclination angle sensor under the condition that the structure of the lock leg steel pipe is complete, and the rigidity of the lock leg steel pipe is not affected. In addition, because the inclination angle sensors are spliced through the elastic pieces, the inclination angle sensors can be elastically bent and deformed in the splicing positions, and therefore the inclination angle sensors can be smoothly taken out after the lock leg steel pipes are bent and deformed, the convenience in the measuring process is improved, the inclination angle sensors can be conveniently recycled, and the research cost is saved.
As a further improvement to the above technical solution, as shown in fig. 1, 2 and 3, the loading support 3 includes an abutting bottom plate 301 and a fixed side plate 303 which are integrally connected, the fixed side plate 303 is fixedly connected with the steel arch 1 through a fixed bolt assembly 4, the fixed bolt assembly 4 includes a fixed bolt 401 and a fixed nut 402, as shown in fig. 3, a clamping plate 13 is integrally connected to a nut end of the fixed bolt, a cross section of a screw of the fixed bolt is in a waist shape, and as shown in fig. 2, a waist-shaped hole 12 matched with the screw of the fixed bolt is formed in the fixed side plate 303; the waist-shaped rod and the waist-shaped hole are assembled, so that the fixed bolt can be prevented from rotating in the screwing process. When the loading support is installed, the fixed side plate 303 is attached to the outer side of a wing plate of the steel arch frame 1, the clamping plate 13 is attached to the inner side of the wing plate of the steel arch frame, and a screw of the fixing bolt 401 penetrates through the waist-shaped hole 12 and then screws up the fixing nut 402, so that clamping and fixing between the loading support and the steel arch frame can be achieved. Further, in order to improve the strength of the entire loading bracket 3, a reinforcing rib plate 302 is provided between the abutment bottom plate 301 and the fixed side plate 303.
As shown in fig. 1, one end of the loading jack 8 is in abutting contact with the abutting bottom plate, the other end of the loading jack is fixedly connected with the locking leg steel tube clamping groove 11, and the locking leg steel tube clamping groove 11 is fixedly clamped with the locking leg steel tube 2; the loading jack 8 is a hand-operated jack provided with a rocking handle 9, and loading can be carried out by rocking the rocking handle 9, so that the operation is simple and convenient. Preferably, as shown in fig. 1 and 2, a transition abutting plate 6 is connected to one end of the abutting bottom plate 301, which is far away from the fixed side plate 303, through a hinge 7, and an adjusting bolt 5 for adjusting an inclination angle of the transition abutting plate 6 is arranged on the abutting bottom plate 301. During loading, loading jack 8's one end supports tight contact with transition butt joint board 6, can rotate adjusting bolt 5 as required, adjusts and prescribes a limit to the inclination of transition butt joint board 6 to adapt to loading jack 8's slope assembly demand, simultaneously, the biggest possible loading jack 8 and the 6 laminating butts of transition butt joint board of ensureing, so that improve loading process's stability.
As shown in fig. 4, a reinforcing connecting rod 10 is arranged between the loading jack body and the locking steel pipe clamping groove 11, so as to improve the connection strength between the loading jack 8 and the locking steel pipe clamping groove 11.
According to the active loading method for the locking steel tube for the primary support of the tunnel, on one hand, based on a specific loading device and a loading process, the loading device constructs a supporting point for loading in a construction site by arranging a loading support fixedly connected with a steel arch and a locking steel tube clamping groove fixedly clamped with the locking steel tube, can load the locking steel tube without influencing normal construction, meets the loading requirement of actually measured loading of the locking steel tube in the construction site, and can adapt to loading at different positions of the steel arch, so that the bearing performance of the locking steel tube can be synchronously researched based on an actual construction process, various data are actually measured and collected in the site, and the accuracy of research results is greatly improved; on the other hand, based on the actual construction process, the stress gauge and the soil pressure cell are used for respectively observing and recording the internal force change of the steel arch frame and the pressure change between surrounding rocks and primary support, various key data are comprehensively analyzed, and the optimal prestress or predeformation of the locking steel pipe is found, so that the active bearing effect of the locking steel pipe is improved. In addition, the follow-up construction can be accurately guided.
Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (8)
1. The active loading method of the locking leg steel pipe of the primary support of the tunnel is characterized by comprising the following steps:
s1: erecting a steel arch frame (1), welding a stress meter on the steel arch frame, and laying a soil pressure cell between the steel arch frame and the surrounding rock;
s2: filling the connecting area of the steel arch frame (1) and the locking steel pipe (2) with foam, removing the foam after the concrete is sprayed, and driving the locking steel pipe (2) into the surrounding rock;
s3: a displacement sensor for monitoring the bending shape and end displacement of the lock leg steel pipe when bearing vertical load is arranged in the lock leg steel pipe (2);
s4: fixedly mounting a loading support (3) and a steel arch frame (1);
s5: a loading jack (8) is erected between the loading support (3) and the lock pin steel pipe (2), one end of the loading jack (8) is in abutting contact with the loading support (3) and a pressure sensor is arranged between the loading support and the loading support, and the other end of the loading jack (8) is fixedly clamped with the lock pin steel pipe (2) through a lock pin steel pipe clamping groove (11);
s6: vertically loading the lock leg steel pipe (2) through the top of a loading jack (8), recording the reading change of a displacement sensor inside the lock leg steel pipe in the period, calculating the vertical displacement variable quantity of the lock leg steel pipe through the reading change of the displacement sensor, and judging the plastic development condition of the lock leg steel pipe; meanwhile, observing and recording the internal force change of the steel arch frame and the pressure change between the surrounding rock and the primary support; loading and deforming the lock leg steel pipe to the optimal predeformation based on the collection and analysis of various data;
s7: and welding the locking steel tube (2) on the steel arch frame (1), removing the pressure of the loading jack, and removing the loading support.
S8: and calculating to obtain the pre-optimal load size and the end displacement of the lock leg steel pipe suitable for the surrounding rock stratum, and applying the optimal end displacement to the lock leg steel pipe excavated in the subsequent step by the loading method.
2. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 1, characterized in that: the displacement sensor adopted in the step S3 is formed by splicing a plurality of sections of tilt sensors (14) at intervals linearly through elastic pieces (15); in step S6, the specific process of calculating the vertical displacement variation of the lock leg steel tube through the reading variation of the displacement sensor is as follows: according to the angle change of a single tilt sensor, the distance between two adjacent tilt sensors is combined, the deformation form of a small section of curve of the lock leg steel pipe is approximately simplified into a straight line, and the vertical displacement variable quantity of a single section is calculated:
and (3) accumulating the far ends of the tilt sensors connected in series in a segmented manner to obtain displacement variation and total vertical deformation of each section of the lock leg steel pipe:
Z＝∑ΔLn
in the formula, delta Ln is the variation of single-section vertical displacement;hn is the length of a single segment;
measuring an included angle between the inclination angle sensor and the horizontal plane;
the initial installation included angle between the tilt angle sensor and the horizontal plane is included; z is the total vertical displacement of the lock leg steel pipe.
3. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 1, characterized in that: the loading support comprises an integrally connected abutting bottom plate (301) and a fixed side plate (303), and the fixed side plate is fixedly connected with the steel arch frame through a fixing bolt assembly (4).
4. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 3, characterized in that: the one end that fixed curb plate was kept away from to the butt bottom plate is connected with transition butt board (6) through articulated elements (7), be provided with adjusting bolt (5) that are used for adjusting transition butt board inclination on the butt bottom plate.
5. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 4, characterized in that: the fixing bolt assembly comprises a fixing bolt (401) and a fixing nut (402), a clamping plate (13) is integrally connected to the nut end of the fixing bolt, the cross section of a screw of the fixing bolt is in a waist shape, and a waist-shaped hole (12) matched with the screw of the fixing bolt is formed in the fixing side plate.
6. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 5, characterized in that: and a reinforcing rib plate (302) is arranged between the abutting bottom plate and the fixed side plate.
7. The active loading method of the preliminary tunnel support lock foot steel pipe according to any one of claims 1 to 6, characterized in that: and a reinforcing connecting rod (10) is arranged between the loading jack body and the locking leg steel pipe clamping groove.
8. The active loading method of the preliminary tunnel support lock foot steel pipe according to claim 7, characterized in that: the loading jack is a hand-operated jack provided with a rocking handle (9).
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| CN202110670132.5A CN113202517A (en) | 2021-06-17 | 2021-06-17 | Active loading method for locking steel pipe of primary support of tunnel |
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| CN202110670132.5A CN113202517A (en) | 2021-06-17 | 2021-06-17 | Active loading method for locking steel pipe of primary support of tunnel |
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| CN202110670132.5A Withdrawn CN113202517A (en) | 2021-06-17 | 2021-06-17 | Active loading method for locking steel pipe of primary support of tunnel |
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| CN111188639A (en) * | 2020-03-10 | 2020-05-22 | 中南大学 | Active bearing system and method for tunnel lock leg steel pipe |
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2021
- 2021-06-17 CN CN202110670132.5A patent/CN113202517A/en not_active Withdrawn
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| CN101672746A (en) * | 2009-10-10 | 2010-03-17 | 河海大学 | System and method for detecting withdrawal resistance of anchoring body |
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| WO2018006558A1 (en) * | 2016-07-08 | 2018-01-11 | 山东大学 | Confined high-strength concrete support system applicable to underground tunnel |
| US20190071968A1 (en) * | 2017-09-05 | 2019-03-07 | Chang'an University | Method for Deformation Control of Large-span Tunnel in Chlorite Schist Stratum |
| CN110847937A (en) * | 2019-10-28 | 2020-02-28 | 中国矿业大学 | U-shaped steel support and method for controlling surrounding rock of roadway through graded active loading |
| CN111188639A (en) * | 2020-03-10 | 2020-05-22 | 中南大学 | Active bearing system and method for tunnel lock leg steel pipe |
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Application publication date: 20210803 |