WO2022044154A1

WO2022044154A1 - Multiple-type hydraulic-wedge rock splitting method

Info

Publication number: WO2022044154A1
Application number: PCT/JP2020/032152
Authority: WO
Inventors: 明久石本; 哲也飯田; 時寛金田
Original assignee: 株式会社石本建設
Priority date: 2020-08-26
Filing date: 2020-08-26
Publication date: 2022-03-03
Also published as: JPWO2022044154A1; JP7176139B2

Abstract

[Problem] To provide a hydraulic-wedge rock splitting method by which at least double the work efficiency can be achieved. [Solution] This multiple-type hydraulic-wedge rock splitting method includes a boring step in which bores are made with the resistance line (W) and/or the inter-hole distance (D) of standard boring distribution set to at least 1.5 times the dimension on the basis of measurement of bedrock structure strength. Then, in a hydraulic-wedge rock splitting step: a plurality of hydraulic wedges 30, 30 are set in parallel, and used simultaneously, on a horizontal hanger 20 for hydraulic wedge attachment, the hanger 20 being attached to an operating arm tip of an excavator such as a hydraulic shovel 10; wedge liners 31 of the hydraulic wedges are inserted respectively into at least a pair of bores among adjacent bores, on a free-face (slit) side with respect to the hydraulic wedges; the wedges are pressed thereinto substantially at the same time by hydraulic pressure; and the wedge liners 31, 31 within the adjacent bores are pushed apart at the same time, or substantially at the same time, in a direction perpendicular to a free face of bedrock so that cracks are produced in a coordinated manner between the adjacent bores. This makes it possible to achieve at least twice the construction efficiency of conventional hydraulic-wedge rock splitting methods.

Description

Multiple hydraulic bigger split rock construction method

The present invention relates to a hydraulic bigger split rock construction method, and particularly to a multiple hydraulic bigger split rock construction method for improving the construction efficiency by using a plurality of biggers at the same time.

For rock crushing in dam and tunnel construction, rock crushing in concrete aggregate stone collection, etc., blasting method using explosive explosive energy, breaker method using piston impact force, and even in drilling A Bigger rock splitting method using a Bigger rock breaking machine (see FIG. 4 (2)) in which a wedge-shaped wedge liner is inserted and spread by a wedge to generate cracks around the perforation is known.

In such rock crushing, it may be necessary to consider the generation of vibration and noise depending on the construction site. In such a case, the Bigger split rock method is often adopted instead of the blasting method. .. This type of rock splitting method has conventionally been carried out by sequentially repeating a process consisting of a bedrock measurement process, a drilling process, a Bigger split rock process, secondary crushing and removal of crushed rock to a predetermined depth, and in particular, the Bigger split rock process. Then, a single bigger is used as shown in (a) to (c) of FIG. 4 (2) to gradually break the bigger hole along the free surface side. Therefore, in order to improve work efficiency, ultra-large hydraulic rock breaking machines (Bigger HRB1000 and Bigger HRB1700) have been used.

However, even if such an ultra-large hydraulic rock breaking machine (Bigger HRB1000 and Bigger HRB1700) is used, the conventional rock breaking method has technical problems described below.
That is, in the conventional split rock construction method, the above-mentioned process is repeated, but even if the drilling is performed to a predetermined depth in the first drilling step, the crushed rock enters the drilling and is deposited at the bottom of the drilling. It became difficult to remove the crushed rock, and if it was left as it was, the subsequent wedge split rock would not be formed, so drilling was performed each time before the Bigger split rock. However, such a method has a problem that the work is mixed, the construction efficiency is lowered, and the construction cost is high.
Therefore, as a split rock construction method that can improve the construction efficiency and reduce the construction cost, a drilling process of forming a drilling of a predetermined depth in a hard material such as bedrock or concrete, and a rust are placed in the drilling. The Bigger split rock process that causes cracks around the perforation, the secondary crushing step that crushes the area around the cracked perforation with a crusher such as a ripping or breaker, and the crushing that is crushed by the secondary crushing step. In the split rock construction method in which the removal treatment step of removing the substance is performed, the sedimentation of the crushed material is prevented and suspended in the perforation before the Bigger split rock step, or the sedimentation of the crushed material is predetermined. A method of filling a highly viscous fluid that blocks time is proposed (Patent Document 1). In addition, in the Bigger rock breaking machine that crushes the bedrock by widening the spacing of the wedge liners so that the entire pilot hole can be crushed at once, the working surface of the wedge liner is divided in the longitudinal direction, and the wall thickness of each working division is devised. It has been proposed that the wedge liner is less likely to be bent or broken (Patent Document 2).

Special 2002-147160 Japanese Unexamined Patent Publication No. 2004-92117

However, all of the Bigger split rock construction methods were partial improvements and were not drastic, and it was difficult to double the work efficiency and improve it to 200% or more. Therefore, when the inventors of the present invention examined the Bigger split rock method in detail, the crack direction can be controlled in the Bigger split rock method as compared with the blasting method, and considering the cracks entering the bedrock from the drilling, from the adjacent holes. It was also found that when cracks run at the same time, the easiness of cracking and the length are more than doubled due to the synergistic effect. Based on this finding, it is an object of the present invention to provide a multiple hydraulic bigger split rock construction method that enables work efficiency more than double.

In the split rock construction method according to the present invention, the step of measuring the rock structure strength of the split rock target and determining the distribution or arrangement of the hole spacing (D) and the resistance line (W) of the drilling in the rock, and based on the drilling design. A drilling process of forming a plurality of drillings of a predetermined depth at a predetermined location on a bedrock with a drilling machine such as a crawler drill, and a bigger wedge liner inserted into the drilling are expanded by pushing a hydraulic wedge. In a construction method including a Bigger split rock process that causes cracks (primary crushing) around the perforation.
In the drilling step, based on the measurement of the rock structure strength, the hole spacing (D) and / or the resistance line (W) of the standard drilling distribution is set to a dimension of 1.5 times or more and drilled.
Next, in the Bigger split rock process, a plurality of Biggers are used at the same time, and a Bigger wedge liner is inserted into at least a pair of perforations adjacent to each other on the Bigger free surface (slit) side, and the spreading direction thereof is set to a free surface. Adjusting to be perpendicular to each other, pushing each wedge at the same time or substantially at the same time with a driving force such as hydraulic pressure, and simultaneously spreading the wedge liner in the adjacent drilling to generate cracks between the adjacent drilling. It is in the featured multiple hydraulic bigger split rock construction method.

Action and effect of the invention

According to the present invention, a wedge liner of a bigger is inserted into at least a pair of perforations adjacent to each other on the free surface (slit) side of the bigger, and the spreading direction thereof is adjusted so as to be perpendicular to the free surface, and a plurality of biggers are used. Since the rocks are split at the same time or substantially at the same time, the cracks from the drilling are likely to cooperate and exert a synergistic effect. Therefore, the perforation distribution can be 1.5 times or more, preferably 2.0 times or more the standard perforation spacing (D) and / or resistance line (W), even if the perforation depth is the same. Work efficiency more than double can be easily obtained. For example, when the hole spacing (D) of the predetermined drilling distribution is 0.5 m for the Bigger HRB1000 alone, the holes are formed in the Bigger HRB1000 dual system (see FIGS. 5 and 6) as in the present invention. The interval (D) can be doubled 1.0 m or tripled 1.5 m. Therefore, according to the construction method of the present invention, the floor area ratio of rock drilling can be simply increased to at least 2 times or 3 times. In the present invention, regarding the timing of spreading the wedge liner, "substantially at the same time" means that when at least a pair of biggers are used, the progress of the cracking process of one bigger is observed and the other bigger is used. It means that the cracking process may be delayed, and it also includes the case where the adjacent rock breaking processes cooperate to adjust the time difference so that the cracks run.

Normally, the slit hole is split before the bigger hole is split to secure a slit (free surface), but efficient work efficiency can be obtained by combining with the multiple hydraulic bigger split rock construction method of the present invention.

The construction method of the present invention is preferably carried out by using a multiple hydraulic rock breaking device in which a plurality of biggers are arranged in a row at the tip of an operating arm of an excavator such as a hydraulic excavator. As illustrated in FIGS. 5 and 6, such a rock breaking device balances a horizontal hanger 20 attached to the tip of an operation arm such as a hydraulic excavator 10 and the horizontal hanger 20 at equal distances to the left and right from the suspension center 21. A bigger 30 is attached to a plurality of pairs of

biggers

30 and 30, a twist reduction bar 24 attached in parallel to a connecting portion between the tip of the operation arm 11 and the horizontal hanger 20, and a horizontal hanger 20. It is equipped with a rotatable mounting bracket 25 such as a swivel that rotatably attaches around the bigger axis, and an operation handle 26 that adjusts the spreading direction of the tip wedge liner 31 of the bigger 30 with respect to the free end face, and is provided on both wings of the horizontal hanger 20. The lower ends of the paired

Biggers

30 and 30 attached in a well-balanced manner are guided to the adjacent Bigger holes drilled in parallel with the free end face of the split rock, and the wedge liner 31 of each Bigger 30 is guided by the operation handle 26. It is possible to insert the wedges in a control so that the spreading direction is substantially perpendicular to the free end face, push each wedge at the same time by hydraulic pressure, and push the wedge liner in the adjacent Bigger hole in parallel.

It is a photograph showing (a) a simple elastic wave velocity measuring instrument, (b) Rockschmidt, and (c) a pick hammer, which are test devices for determining rock mass in the first step. Photographs of measurement status (a) Confirmation of crack spacing, (b) Judgment by pick hammer, (c) Rock Schmidt measurement, (d) Simple elastic wave measurement. It is a bedrock classification table classified based on the measurement result in FIG. The steps of (a) prior drilling test with a crawler drill, (b) cracking rock test, and (c) debris removal test in the rock breaking capacity test performed based on the bedrock determination step of the first step are shown. (1) Cross-sectional view, (b) plan view, (2) various types of standard drilling arrangement in (1) drilling construction test in the construction capacity test conducted based on the bedrock judgment test of FIG. 1 and the split rock capacity test of FIG. A cross-sectional view showing the initial (a), middle (b) and final (c) rock splitting states of the single-row and multiple rock splitting tests by Bigger, and (3) secondary crushing test are shown. It is a perspective view of the double hydraulic bigger rock breaking apparatus which is one of the specific examples of this invention. (A) A front view, (b) a partially enlarged view, and (c) a side view showing a multiple hydraulic bigger and its mounting structure of the multiple hydraulic bigger split rock device of the present invention are shown. It is (a) split rock capacity test process diagram and (b) construction capacity test process diagram which show the work flow of the test construction of this invention method. An outline of (a) a crawler drill for drilling, (b) an HRB1000 bigger device for cracking rocks, (c) an HRB1700 super bigger device for cracking rocks, and (d) a multiple-type bigger device for splitting rocks used in a rock breaking capacity test is shown. It is a photograph. FIG. 8 (b) (a) split rock state, (b) 10th split rock depth interval, (c) drilling interval, and (d) 20th split rock depth interval in the Bigger method using the HRB1000 Bigger device for split rock. It is a photograph showing the measurement state. FIG. 8 (c) shows (a) 10th split rock depth, (b) 20th split rock depth, (c) split rock condition, and (d) secondary crushing status in the Super Bigger method using the HRB1700 Bigger device for split rock. It is a photograph. FIG. 8 (d) Multiple-type HRB1000 Bigger device for split rocks (a) Drilling interval, (b) Split rock state (1.5 m interval), (c) Crack state (1) in the multiple-type Bigger method. It is a photograph showing the measurement state of (.5 m interval) and (d) the split rock depth of 1.0 m (1.5 m interval). It is a table which shows the test result of the super bigger method of FIG. 11 is a table showing the results of the first test of the multiple-type bigger method according to the present invention in FIG. 11. 11 is a table showing the results of the second test of the multiple-type bigger method according to the present invention in FIG. 11.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.
(Rock judgment test)
In the rock splitting method of this embodiment, as shown in FIG. 1, first, a rock schmidt, a simple elastic wave test, a rock mass judgment test by visual inspection with a pick hammer, etc. are performed. As a result of conducting a bedrock judgment test for each item, in the non-destructive inspection with a rock hammer, the average value is 75, the uniaxial compressive strength "496N / m2" by the converted value, and the hardness shows a considerable numerical value, and the elastic wave velocity is also. The average value was 3909 m / sec, and the rock classification table shown in FIG. 2 gave a numerical value indicating hard rock. In addition, the judgment by visual inspection showed that there was no weathering and the crack spacing was within 1 m, and considerable adhesion was observed.

(Split rock ability test)
Therefore, in the first stage, as shown in FIG. 3, a rock breaking capacity test was conducted. In the drilling step (a), the drilling work using a crawler drill is set to have a hole diameter of 0.7 m, 1.0 m, 1.5 and a height (H) = 1.5 m in the HRB1000, and a hole diameter of 0.7 m in the HRB1700. It was set to 0.0 m, 1.5, and height (H) = 2.0 m.
In the rock splitting step (b), the single HRB1000 and the single HRB1700 were compared with the HRB10002 series in the present invention.
In the debris removal step (c), a large breaker was used to remove the debris and confirm the cracked rock depth.

In the second stage, as shown in FIG. 4, (1) drilling step: drilling is performed at a pitch and a drilling depth determined in the measured area. Using a large crawler drill, the standard drilling diameter and hole length for the HBR-1000 is Φ100 mm x 1.5 m, and for the HBR-1700, Φ125 mm x 2.5 m (see Fig. 4 (1) (a)). ), The standard arrangement of drilling is staggered (see Fig. 4 (1) (b)), and the intervals are set appropriately according to the quality and hardness of the bedrock. In the multiple-type bigger method of the present invention, the hole spacing (D) and / or the resistance wire (W) is set to 1.5 times or more, preferably 2.0 times or more and 3.0 times, particularly the hole spacing (D). It has been proven that it can be done.
Next, (2) split rock step: A bigger wedge liner is inserted into the perforated hole, the wedge is pushed in hydraulically, and the wedge liner is expanded to crush the rock (primary crushing). The bigger is usually mounted on a general-purpose hydraulic excavator and used, but it can be changed to any lifting device that can operate hydraulically. Normally, in Bigger, it is usual to insert about half of the rock in the first time, insert about 3/4 of the rock in the second time, and insert as much as possible in the third time to break the rock. When the continuous hydraulic bigger device is used, the drilling time and rock breaking time are remarkably shortened. It is considered that the rock splitting action from the adjacent holes cooperates to exert a synergistic effect (comparison target of FIGS. 12 and 13 and 14).
Finally, along the cracks primary crushed by Bigger, secondary crushing is sequentially performed by a large breaker, a ripper or the like.

FIG. 5 is a perspective view of a specific example of the multiple hydraulic bigger breaking rock device according to the present invention, in which a pair of HBR-1000

biggers

30 and 30 are placed at the tip of an operation arm 11 of a large hydraulic excavator 10 via a horizontal hanger 20. Shows a well-balanced suspended state. In the present invention, in the bigger rock breaking device, a pair of

biggers

30 and 30 are attached to the tip of the hydraulic operation arm 11 of the hydraulic excavator 10, and the wedge liner 31 of the bigger is simultaneously inserted at a predetermined position of the bedrock by a drilling machine such as a crawler drill. It is inserted into a perforation of a predetermined depth formed in. At this time, it is preferable that the operation of the operation arm 11 of the hydraulic excavator 10 is guided to the adjacent drilling by an assistant (not shown) grasping the operation handle 32 attached to the body of the bigger 30. Then, the wedge liner in the perforation is expanded by pushing the wedge under hydraulic pressure to generate cracks (primary crushing) around the perforation.
Specifically, the horizontal hanger 20 is swingably attached to the tip of the operation arm 1 of the hydraulic excavator 10. The horizontal hanger 20 is composed of a pair of

wing portions

21a and 21a, and the wing portions have a plurality of mounting holes 21b extending at both ends at intervals of 100 mm from the center. Then, the pair of

biggers

30 and 30 are hung and attached via the swivel 22 while being balanced equidistant to the left and right from the hanging center 21 of the horizontal hanger via the bolt-tightened attachment 21c. On the other hand, the center of the horizontal hanger 20 is attached to the tip of the operating arm of the hydraulic excavator 10 via the arm attachment 23, but the center of the arm attachment 23 and the horizontal hanger 20 is supported by a twist reducing lever 24 having a bent portion 24a. Will be done. Further, the middle abdomen of the

biggers

30 and 30 is maintained at a predetermined interval by a collision prevention lever 40 that can be adjusted to the drilling interval. Therefore, the pair of

Biggers

30 and 30 can relatively easily insert the respective wedge liners 31 into the adjacent Bigger holes without being greatly twisted. When the wedges in the wedge liner 31 are pushed in substantially simultaneously by hydraulic pressure, the wedge liners in the adjacent Bigger holes are simultaneously controlled to be pushed vertically with respect to the free surface of the bedrock. That is, the plurality of

biggers

30 and 30 are suspended from the operation arm 11 of the hydraulic excavator via the horizontal hanger 20 in a well-balanced manner, but the horizontal hanger 20 is suspended from the operation arm via the connector 24 while preventing twisting. Therefore, if the assistant holds and assists the operation handle 32 of the bigger 30, the tip of the wedge liner 31 can be inserted into the bigger hole at the entrance of the predetermined bigger hole by operating the hydraulic excavator. On the other hand, since the pair of

biggers

30 and 30 are rotatably suspended around the bigger axis with respect to the horizontal hanger 20 via the swivel 22, the pair of

biggers

30 and 30 push the wedge liner in the spreading direction with respect to the free end face. The directions are set to be vertical and spread parallel to each other. Therefore, the wedge liner 31 is adjusted so that the cracks cooperate with each other in the adjacent Bigger holes. Therefore, a plurality of

biggers

30 and 30 are used at the same time, and the

wedge liners

31 and 31 in the adjacent perforations provided parallel to the bigger free surface (slit) are simultaneously expanded to generate cracks between the adjacent perforations. It is possible to obtain more than double the construction efficiency.

(Example)
Based on the work flow of the test construction shown in FIG. 7, the rock breaking capacity test (a) was performed in the first stage and the construction capacity test (b) was performed in the second stage.
In the cracking capacity test (a), drilling was performed at 0.7m, 1.0m and 1.5m pitches in the crawler drill drilling (preceding drilling), and then in the cracking capacity test, the state of cracks at each pitch was confirmed. At the same time, the width of the crack was confirmed, and it was confirmed whether the crack was connected to the adjacent hole. Then, the debris was removed and the depth of the split rock was finally confirmed.
In the construction ability test (b), "area measurement" is first performed. By this measurement, the approximate quantity of the split rock target quantity (m3) is grasped (10m × 3.0m≈30m3). Next, "drilling time measurement" is performed.
Perform the required drilling in the area and measure the drilling completion time. Next, in the "breaking rock time measurement", the drilling completion area is broken and the breaking rock completion time is measured. Finally, in "Measurement of split rock quantity", the crushed quantity of the degree of rock crushing removal is confirmed.

FIG. 8 shows the crawler drill (a), which is a drilling device used in the rockwell capacity test (first stage), the Bigger HRB-1000 (b), the Super Bigger HRB-1700 (c), and the multiple-type bigger, which are various rockwell devices. A photograph of HRB-1000 × 2 (d) is shown, and FIG. 9 shows a test description when a Bigger HRB-1000 (FIG. 8 (b)) is used. On the other hand, FIG. 10 shows a test description when the Super Bigger HRB-1700 (FIG. 8 (c)) is used, and FIG. 11 shows a test description when the multiple type Bigger HRB-1000 × 2 (FIG. 8 (d)) is used.

(Comparison of construction capacity)
FIG. 12 shows the results using the Super Bigger HRB-1700 (FIG. 8 (c)) of FIG. 10, and FIGS. 13 and 14 show the multiple hydraulic bigger HRB-1000 × 2 according to the present invention (FIG. 8 (FIG. 8). d)) shows the result when using). The construction ability and construction cost of both were compared by conducting the construction ability test with the following contents.
(1) Drilling time measurement:
The time required to drill a hole in the construction range determined by the drilling interval was measured, which was commensurate with the rock splitting capacity confirmed in the previous process.
(2) Breaking rock time measurement:
After the drilling was completed, the time required to crack the rock at all drilling points was measured with a rock breaking machine.
(3) Quantity measurement:
After the work of (1) and (2) was completed, the crushed pieces were removed, and the number of split rocks in the construction range (about 5.0 m × 5.0 = 25.0 m2) was measured.
From the above results, it is proved that the construction capacity of the multiple-type bigger split rock construction method of the present invention is more than twice that of the case of using the super bigger. In other words, it was proved that a synergistic effect is produced by performing multiple rocks rather than splitting the bigger rock alone. From this result, it can be said that the drilling interval of the multiple Bigger split rock method is 1.5 to 1.2 m or more for medium hard rock and 1.2 to 1.0 m or more for hard rock. By increasing the drilling interval, the drilling time can be shortened, and the fact that the perforations can be split at the same time with one base machine can reduce the construction unit price and shorten the construction period.

In the above embodiment, the case where the Bigger HRB-1000 pair is used is shown for comparison, but it is of course possible to use the Super Bigger as a pair. In addition, although a pair of Bigger HRBs are mounted on one excavator, one or more excavators may be used at the same time for one excavator, or a plurality of excavators equipped with a pair of Biggers may be used in parallel. It may be used at the same time.

In the above embodiment, the hydraulic type is taken as an example of the rock breaking machine, but it may be driven by compressed air or electricity. In the present invention, the wedge-shaped expander is used as a wedge, and if the gist is to use two or more wedge liners at the same time, the wedge liner is not limited to the Bigger HRB. Further, it goes without saying that, as a conventional example, a construction method, for example, a method of filling a highly viscous fluid that prevents the sedimentation of crushed rock for a predetermined time can be adopted without departing from the gist of the present invention.

10 Hydraulic excavator 20 Horizontal hanger 30 Bigger HRB
40 Collision prevention lever

Claims

Based on the process of measuring the rock structure strength of the rock split target and determining the distribution or arrangement of the hole spacing (D) and resistance line (W) for drilling in the rock, and the drilling design, the rock with a drilling machine such as a crawler drill. The drilling process of forming a plurality of drillings of a predetermined depth at a predetermined location and the bigger wedge liner inserted in the drilling are spread by pushing the wedge with hydraulic pressure, and cracks (primary) are formed around the drilling. In a construction method that includes a Bigger split rock process that causes crushing)
In the drilling step, based on the measurement of the rock structure strength, the hole spacing (D) and / or the resistance line (W) of the standard drilling distribution is set to a dimension of 1.5 times or more and drilled.
Next, in the Bigger split rock process, a plurality of Biggers are used at the same time, and a Bigger wedge liner is inserted into at least a pair of perforations adjacent to each other on the Bigger free surface (slit) side, and the spreading direction thereof is set to a free surface. Adjusted to be perpendicular to each other, hydraulically push in each wedge substantially simultaneously or substantially simultaneously, spreading the wedge liner in the adjacent perforations and cooperating between the adjacent perforations to generate cracks. Multiple hydraulic bigger split rock construction method characterized by this.
The multiple hydraulic bigger split rock method according to claim 1, wherein the predetermined drilling distribution is 2.0 times or more the standard hole spacing (D).
The hole spacing (D) of the predetermined drilling distribution is 1.0 m, which is doubled or 1.5 m, which is tripled with the double type of Bigger HRB1000, compared to the bedrock when the hole spacing (D) of the Bigger HRB1000 alone is 0.5 m. The multiple hydraulic bigger method according to claim 1, wherein D) is adopted.
The multiple hydraulic bigger split rock method according to any one of claims 1 to 3, wherein the slit hole is split before the bigger hole is split to secure a slit (free surface).
The invention according to any one of claims 1 to 3, further comprising a secondary crushing step of crushing the periphery of the perforation with a crusher and a removal treatment step of removing the crushed material crushed by the secondary crushing step. Multiple hydraulic bigger split rock construction method.
In the bigger rock breaking process, when using a multiple hydraulic rock breaking device in which a plurality of biggers are arranged in a row at the tip of an operation arm of an excavator such as a hydraulic excavator, the multiple hydraulic excavator 10 is used. A horizontal hanger 20 for mounting a bigger attached to the tip of the operation arm of an excavator such as, etc. , 30 and the twist reduction bar 24 of the horizontal hanger attached in parallel with the connecting portion between the tip of the operation arm 11 and the horizontal hanger 20, and the horizontal hanger 20 with the upper end of the bigger 30 attached and suspended. A rotatable metal fitting 25 such as a swivel that is rotatably attached around the bigger axis, and a tip wedge liner of the bigger 30 are attached to the bigger hole attached to the body of the bigger and parallel to the free end face of the bedrock. It is equipped with an operation handle 26 that adjusts the spreading direction.
The upper ends of the paired biggers 30 and 30 are attached to both wings of the horizontal hanger 20 in a well-balanced manner, and the wedge liner 31 of each bigger 30 is spread in the adjacent bigger holes formed in parallel with the free end face of the split rock. 2. Continuous hydraulic bigger split rock construction method.
The multiple hydraulic bigger breaking method according to claim 1, further comprising a collision prevention bar 40 in which the multiple hydraulic bigger breaking device connects the paired bigger 30.30 in the vicinity of the operation handle 26.