A method for protecting the slope of a high fill embankment

Abstract

The high fill embankment slope protection technology provided by the application sets a plurality of soil internal stress adjusting pile structures in the fill, and simultaneously enables the glass fiber bars of the adjusting pile structures at the slope body to be mutually inserted and passed through, which can adapt to the sliding of the fill at the slope body due to too large tension, can fully adapt to the deformation of the slope body to a certain extent, can fully release the internal stress of the fill at the slope body, and makes the slope protection more stable. Meanwhile, the glass fiber bars of the soil internal stress adjusting pile structures at the slope and the slope body are mutually inserted and passed through, which can rely on the fill body to receive the sliding of the slope, the soil internal stress adjusting pile structures at each slope can be laterally displaced to a certain extent to release the internal stress of the fill in the slope, and the settlement at the slope can also be transmitted to the inner side of the embankment body, which can improve the stress condition of the high fill slope to a certain extent and make the slope more stable.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of slope protection, and particularly relates to a high fill embankment slope protection method. BACKGROUND

[0002] As a side support structure of the embankment, the protection of the slope is crucial to the safety of the embankment. In the prior art, such as patent document 1, a microbial solidification impact type steel pipe soil nail and its construction method are disclosed, which uses a steel pipe soil nail to fix the slope and injects microbial bacteria liquid into the soil nail to cement the sand in the soil nail by using the binding effect of microorganisms, thereby improving the mechanical properties of the slope soil, enhancing the integrity and stability of the slope soil, and making the slope more stable. Although the microbial bacteria liquid is used to cement the sand, the cementing structures on each soil nail act independently, and the sand cementing structures between each layer cannot be adjusted. Since the stress on the slope is complex, the soil stress in the slope cannot be released, which will complicate the stress on the slope and eventually cause the slope to collapse as a whole. In patent document 2, a microbial induced calcium carbonate precipitation sand stone composite pile reinforcing structure and construction method are disclosed, which punches a plurality of sand stone piles in the slope body along the vertical direction when protecting the slope, and injects microbial induced calcium carbonate precipitation slurry into the sand stone piles. The combination of traditional sand stone brick technology and microbial induced calcium carbonate precipitation technology can uniformly cement the target area soil. However, each calcium carbonate precipitation slurry contacts the soil to form a cementing structure, and there is no clear contact between the cementing structures. Even if there is contact, it is only a small amount of contact. The small amount of contact causes the contact to break when the two pile bodies sink vertically or move horizontally due to slope sliding, so that the movement between the two pile bodies is independent, and the settlement stress between the layers cannot be adjusted, and the slope in the horizontal direction cannot be well fixed. The slope fixing effect is still unsatisfactory. Finally, in patent document 3, a layered settlement device and measurement method for loess filling high fill embankment are disclosed. When measuring the settlement deformation of the high fill embankment, a deep well is dug in advance, then a settlement measuring rod is buried in the well, and then the soil is backfilled. Finally, the settlement amount of the point is measured by checking the change of the measuring point elevation. However, the measured settlement amount is the value of the embankment at a certain point, and cannot represent the settlement point of the entire embankment. Therefore, multiple measurements are required to accurately obtain the settlement amount of the embankment by measuring the settlement values of different points.

[0003] [Patent document 1] CN110528533A;

[0004] [Patent document 2] CN113174933B;

[0005] [Patent Document 3] CN103994753A.

[0006] In the prior art, for the high fill embankment slope protection method, although the microorganism induced calcium carbonate deposition technology is used for reinforcement, the internal stress problem in the fill of the slope main body is not considered, based on this, the present application provides a fill internally provided with a plurality of soil internal stress adjusting pile structures, and the glass fiber bars of the adjusting pile structures at the slope body are mutually inserted and passed, which can adapt to the sliding of the fill of the slope main body due to too large tension, can fully adapt to the deformation of the slope main body to a certain extent, can fully release the internal stress of the fill of the slope main body, and makes the slope protection more stable. SUMMARY

[0007] In order to overcome the deficiencies of the prior art high fill embankment slope protection method, the present application provides a technical scheme, a high fill embankment slope protection method, comprising the following steps:

[0008] I. Inserting soil internal stress adjusting pile structure:

[0009] A plurality of soil internal stress adjusting pile structures are inserted into the fill base, and the soil internal stress adjusting pile structures are adapted to the height of the fill main body and the slope of the slope main body;

[0010] II. Fill main body and slope main body formation:

[0011] The fill main body and the slope main body are laid on the fill base, and after a certain height is laid, a road roller is used for rolling, and after the fill reaches another height, a dynamic compactor is used for point ramming first, and full ramming later, and finally a high fill embankment formed by the slope main body and the fill main body is formed;

[0012] III. Waterproof pavement laying:

[0013] A layer of waterproof pavement is laid on the filled fill main body, so that the height of the waterproof pavement is not less than the soil internal stress adjusting pile structure, and a layer of waterproof slope is laid on the filled slope main body;

[0014] The soil internal stress adjusting pile structure comprises a pile body and a spiral support structure, the spiral support structure comprises a sliding sleeve, a support rod and a glass fiber bar, the sliding sleeve is sleeved outside the pile body, and an internal adjusting block is arranged between the upper and lower adjacent sliding sleeves, one end of the support rod is connected with the sliding sleeve, and the other end is fixedly connected with the glass fiber bar, the glass fiber bar is arranged in a spiral around the pile body, two adjacent soil internal stress adjusting pile structures at the filling body are fixedly connected with each other through the support rod, the glass fiber bars of the two adjacent soil internal stress adjusting pile structures at the slope body are interlaced, so that the soil internal stress adjusting pile structure at the slope body can absorb the pulling force generated due to the sliding of the filling at the slope body, and the glass fiber bars between the soil internal stress adjusting pile structures at the filling body and the soil internal stress adjusting pile structures at the slope body are also interlaced, so that the sliding deformation at the slope body can be transmitted to the filling body, and the slope body is more stable; the pile body is internally provided with a through hole two, the support rod is internally provided with a cavity and a plurality of through holes four arranged on the periphery, the glass fiber bar is internally provided with a through hole one and a plurality of through holes two arranged on the periphery, and the through hole two, the cavity and the through hole one are in communication; before the waterproof pavement is laid, microbial grouting liquid is injected into the through hole two, so that calcium carbonate precipitates are formed on the lower side of the pile body, the periphery of the support rod and the periphery of the glass fiber bar.

[0015] Preferably, before the waterproof pavement is laid, the method further comprises a soil stress adjusting step of injecting microbial grouting liquid into the soil internal stress adjusting pile structure, and after a period of sufficient reaction, a heavy road roller is used to walk on the laid filling body, so that an external load is applied to the filling body; when there are cavities or extrusion internal stresses in the filling body, the glass fiber bars connected with each other adjust the internal stress, drive the sliding sleeves to extrude or stretch the internal adjusting blocks, and complete the adjustment of the internal stress between the layers of the filling body and in the transverse direction of the filling body; when there are protrusions, cracks or depressions in the filling body, another layer of filling body is laid, and the filling body is point rammed and fully rammed, so that the filling of the filling body is completed.

[0016] Preferably, the pile body comprises a base body, the base body is internally provided with the through hole two, the sliding sleeve is sleeved outside the base body, the internal adjusting block is arranged between the two sliding sleeves, and the internal adjusting blocks are connected through a communication pipe; when the internal stresses of the soil layers corresponding to the sliding sleeves are different, the sliding sleeves are driven by the internal adjusting blocks and the glass fiber bars to slide up and down outside the base body, and the communication pipe can realize dynamic adjustment of the internal stress of the soil layer; meanwhile, the support rods connected with each other transmit the internal stress to other soil internal stress adjusting pile structures, so that the excessive internal stress at a certain place is transmitted to other places, the effect of reducing and dispersing the internal stress is achieved, the internal stress of the entire filling can be well adjusted, the settlement is uniform, and the settlement amount is small.

[0017] Preferably, the inner adjusting block is a hydraulic jack structure, and the stress limiting adjusting block is arranged on the base body by bolt fixing.

[0018] Preferably, in order to avoid large settlement of the roadbed, the sliding sleeve is rotatably connected to the pile body through a threaded pair, so that when the roadbed has large settlement, the sliding sleeve converts the vertical settlement movement into a rotating force of the spiral support structure, and the settlement movement is correspondingly transmitted to other spiral support structures, thereby dispersing the settlement and making the large settlement become a small amplitude rotation or deformation of the spiral support structure and be absorbed.

[0019] Preferably, the through hole two is internally provided with a settlement measuring rod, and the settlement amount of the filling at the corresponding position can be measured through the settlement measuring rod, the settlement measuring rod is a plurality of, each settlement measuring rod is connected to the sliding sleeve at the corresponding position, and the settlement measuring rod can be connected with the corresponding sliding sleeve through the through hole three, so that the settlement amount of the corresponding filling soil layer corresponding to the corresponding sliding sleeve can be measured.

[0020] Preferably, the pile body is formed by pouring; and the pouring slurry of the pile body comprises cement slurry, mineral powder, iron powder and calcium chloride.

[0021] Preferably, the microbial grouting liquid comprises a low-concentration calcium chloride solution, a cementing liquid prepared from urea and calcium chloride, and a bacterial liquid; when the microbial grouting liquid is injected, the bacterial liquid is first injected, then the low-concentration calcium chloride solution is injected after the bacterial liquid fully infiltrates the to-be-solidified filling, and then the cementing liquid is injected after the low-concentration calcium chloride solution fully infiltrates the to-be-solidified filling, so that the cementing liquid also fully infiltrates the to-be-solidified filling, and finally a stone body is formed.

[0022] Preferably, the bacterial liquid is stored in a bacterial liquid storage tank, and the bacteria used are bacillus pasteurii.

[0023] Preferably, the glass fiber bars supported by the support rods are spirally wound around the pile body as a whole, and the lower ends of the glass fiber bars pass through the base body and are in communication with the through hole two.

[0024] The present application has the following beneficial effects:

[0025] 1) In the high embankment slope protection method of the present invention, for the embankment body, not only is the subsidence within the embankment taken into account, but also the different stresses between different layers within the embankment, so the amount of subsidence between different layers is different. Due to the separation between the embankment layers, when some layers subside and some layers rise, the timing of their rise or fall is different, resulting in the embankment surface being both concave and convex, causing two deformations. In this application, through the interlocking sliding sleeves, the internal stress between each layer can be transferred to each other, ensuring that the settlement of the embankment surface is minimized to the greatest extent.

[0026] 2) Furthermore, the present invention sets a spiral support structure on the outside of the sliding sleeve, and injects microbial grout into the spiral support structure so that it combines with the soil and rock in the fill, which can bond the fill layers together to the greatest extent. At the same time, the adjacent spiral supports are connected to each other, so that the fill can move in both the lateral and longitudinal directions. When the fill settles in one place, the settlement can be transmitted to other places, thereby reducing the degree of settlement in that place. To a certain extent, it can automatically adjust the amount of settlement in the fill and improve the situation of uneven settlement and large settlement.

[0027] 3) Further, the spiral support structure of the present invention is composed of several spirally arranged support rods arranged around the periphery of the sliding sleeve, and glass fiber reinforcement is fixedly connected to the end of the support rod. The glass fiber reinforcement is used as the connector between the support rods. The glass fiber reinforcement contains a steel reinforcement structure, so that the glass fiber reinforcement can withstand tension and the steel reinforcement can withstand a certain pressure. Through the setting of the glass fiber reinforcement, the spiral support structure in the fill has a certain elastic buffer force. When the sliding sleeve arranged between each layer is subjected to corresponding extrusion or settlement force, the deformation of each layer is redistributed through the glass fiber reinforcement, thereby minimizing the settlement in the fill.

[0028] 4) Furthermore, in order to better adjust the fill between each layer in conjunction with the glass fiber reinforcement, an inner adjustment block is also provided between each sliding sleeve. The inner adjustment blocks are interconnected, so as to balance the deformation of the fill between each layer in real time, so as to minimize the deformation between the surface layers of the fill. Furthermore, the sliding between the sliding sleeve and the pile body is achieved through a threaded structure. With this setting, when the fill sinks or rises, the sliding sleeve converts the rise or fall into the rotation of the spiral support. The spiral supports are interconnected, so the sinking or rise at this point is distributed to other spiral supports, thereby further mitigating the sinking of the fill at this point.

[0029] 5), further, in order to be able to check the filling of the settlement in real time, so that the pile body is an internal structure, and a detection meter for measuring the settlement of the filling is arranged in the internal hole structure, the settlement of the filling can be known by measuring the displacement of the detection meter, which is more convenient and safe than installing the detection meter in the pit later;

[0030] 6), further, a stress limiting adjusting block is further arranged at the upper end of the pile body, the stress limiting adjusting block is usually stationary, the internal stress in the filling is adjusted through the internal adjusting block and the glass fiber tendon, when a period of time elapses or the detection meter detects that the settlement is too large, the stress limiting adjusting block on each pile body is loosened, so that the stress can be fully transmitted between the entire fillings, and then the stress is fully released, because the settlement of the entire fillings is cooperative, the settlement of a certain place is not too large, and the accumulated stress in the filling can be released through the arrangement, so that the safety of the filling can be ensured, and the stress limiting adjusting block is pressed tightly after the stress is released;

[0031] 7), further, the pile body, the supporting rod and the glass fiber tendon of the present application all have hollow channels, so that the subsequent microbial grouting liquid can be injected, the outer side of the spiral support structure is fully combined with the soil and rock in the filling, the adjacent spiral support structures at the embankment body are fixedly connected through the supporting rod, the adjacent soil in the soil internal stress adjusting pile structure can move in the vertical direction, the settlement of the adjacent fillings can be better transmitted, so that the synchronous settlement of the surfaces of all fillings can be better achieved, the glass fiber tendons of the soil internal stress adjusting pile structures at the slope pass through each other, the glass fiber tendons of the soil internal stress adjusting pile structures at the main body and the slope pass through each other, the filling main body can receive the sliding of the slope, the soil internal stress adjusting pile structures at each slope can displace horizontally to a certain extent, the internal stress of the filling in the slope can be released, the settlement of the slope can also be transmitted to the inner side of the embankment body, so that the stress condition of the high filling slope can be improved to a certain extent, the slope is more stable, and the glass fiber tendons of the soil internal stress adjusting pile structures at the slope main body pass through each other, the slope main body can adapt to the sliding due to too large tension of the filling, the slope main body can deform to a certain extent, the internal stress of the filling of the slope main body can be fully released, and the slope protection is more stable. BRIEF DESCRIPTION OF DRAWINGS

[0032] Figure 1 It is a schematic view of the high filling embankment slope protection structure of the present application.

[0033] Figure 2Figure 1 is a front view of a sliding sleeve and a cross-sectional view along a line through the support rod connecting hole;

[0034] Figure 3 Figure 4 is a cross-sectional view of a glass fiber rod;

[0035] Figure 4 Figure 5 is a schematic view of a cross-section of the inner core of a glass fiber rod;

[0036] Figure 5 Figure 6 is a cross-sectional view of a pile body;

[0037] Figure 6 Figure 7 is a top view of a fill;

[0038] Figure 7 Figure 8 is a cross-sectional view of a support rod.

[0039] Explanation of reference numerals

[0040] 1, fill base; 2, fill body; 3, waterproof pavement; 4, soil internal stress adjustment pile structure; 5, pile body; 6, helical support structure; 7, sliding sleeve; 8, support rod; 9, glass fiber rod; 10, sleeve body; 11, support rod connecting hole; 12, through hole one; 13, glass fiber outer layer; 14, inner core; 15, through hole one; 16, through hole two; 17, base body; 18, through hole two; 19, inner adjustment block; 20, communication pipe; 21, grouting through hole; 22, stress limiting adjustment block; 23, through hole three; 24, ring hole; 25, rod body; 26, cavity; 27, through hole four; 28, cylindrical body; 29, slope body; 30, waterproof slope surface. DETAILED DESCRIPTION

[0041] The application is further described below in conjunction with examples, but is not limited in any way by the examples, and any transformation or replacement based on the teaching of the application falls within the protection scope of the application.

[0042] A high fill embankment slope protection method, as shown in Figure 1, comprises the following steps: Figures 1-7

[0043] I. Inserting soil internal stress adjustment pile structure:

[0044] Inserting a plurality of soil internal stress adjustment pile structures 4 in the fill base 1, the soil internal stress adjustment pile structures 4 being adapted to the height of the fill body 2 and the slope of the slope body 29;

[0045] II. Forming fill body and slope body:

[0046] ​The filling body 2 (such as red layer mudstone block stone) is laid on the filling base 1, after laying a certain height, a roller is used to roll once, the filling body 2 is laid again, after laying a certain height, a roller is used to roll once, and the process is repeated, after the filling reaches another height, a strong rammer is used to carry out point ramming once, and then full ramming, then the filling body 2 is laid to a certain height, a roller is used to roll once, the filling body 2 is laid again, after laying a certain height, a roller is used to roll once, and the process is repeated, after the filling reaches another height, a strong rammer is used to carry out point ramming once, and then full ramming, the process is repeated until the preset height is reached, and a high filling embankment formed by the slope body 29 and the filling body 2 is formed;

[0047] III. Waterproof pavement laying:

[0048] A layer of waterproof pavement is laid on the filled filling body, so that the height of the waterproof pavement is not lower than that of the soil internal stress adjusting pile structure, and a layer of waterproof slope surface is laid on the filled slope body 29;

[0049] Preferably, the soil internal stress adjusting pile structure 4 comprises a pile body 5 and a spiral support structure 6, the spiral support structure 6 comprises a sliding sleeve 7, a support rod 8 and a glass fiber bar 9, the sliding sleeve 7 is sleeved outside the pile body 5, and an internal adjusting block 19 is arranged between adjacent sliding sleeves 7, one end of the support rod 8 is connected to the sliding sleeve 7, and the other end is fixedly connected to the glass fiber bar 9, and the glass fiber bar 9 is arranged in a spiral around the pile body 5, as shown in Figure 1 、 6 The adjacent two soil internal stress adjusting pile structures 4 at the filling body 2 are fixedly connected to each other through the support rod 8, the glass fiber bars 9 of the adjacent two soil internal stress adjusting pile structures 4 at the slope body 29 cross each other, so that the soil internal stress adjusting pile structure 4 at the slope body 29 is mainly used for absorbing the pulling force generated due to the sliding of the filling at the slope body, and the glass fiber bars 9 between the soil internal stress adjusting pile structure 4 at the filling body 2 and the soil internal stress adjusting pile structure 4 at the slope body 29 also cross each other, so that the sliding deformation at the slope body 29 is transmitted to the filling body 2, so that the slope body 29 is more stable; the pile body 5 is internally provided with a perforation two 18, the support rod 8 is internally provided with a cavity 26 and a plurality of through holes four 27 on the periphery, the glass fiber bar 9 is internally provided with a through hole one 15 and a plurality of through holes two 16 on the periphery, and the perforation two 18 and the cavity 26 and the through hole one 15 are in communication; before the waterproof pavement is laid, microbial grouting liquid is injected into the perforation two 18, so that calcium carbonate precipitates are formed on the lower side of the pile body 5, the periphery of the support rod 8 and the periphery of the glass fiber bar 9, and the surrounding soil body is cemented;

[0050] Before the waterproof pavement is laid, a soil stress adjustment step is further included:

[0051] After the microorganism grouting liquid is injected into the soil stress adjustment pile structure, and after a period of sufficient reaction, a heavy road roller is used to walk on the laid filling body 2, thus, an external load is applied to the filling body, and when there are cavities or extrusion internal stresses in the filling body, the mutual connection glass fiber bars 9 adjust, drive the sliding sleeve 7 to extrude or stretch the internal adjustment block (19) to complete the adjustment of the internal stress of the soil between each layer of the filling body and in the transverse direction of the filling body, and when there are protrusions, cracks or depressions in the filling body, another layer of filling body 2 is laid, and after point ramming, full ramming is completed, that is, the filling of the filling body 2 is completed. Preferably, when the soil stress adjustment is performed, the soil stress adjustment pile structure at the slope body 29 is normally adjusted, and the heavy road roller does not need to be used, and the stress limiting adjustment block 22 is also in a relaxed state.

[0052] Preferably, after the filling of the filling body 2 is completed, the stress limiting adjustment block 22 that presses the sliding sleeve 7 is firmly arranged on the pile body 5 (including the stress limiting adjustment block at the slope body 29).

[0053] Preferably, as shown in Figure 2 , the sliding sleeve 7 includes a sleeve body 10 and a plurality of support rod connecting holes 11 arranged on the side of the sleeve body 10, and the center lines of the plurality of support rod connecting holes 11 are spiral arcs, which correspond to the spiral arrangement of the glass fiber bars 9.

[0054] Preferably, a perforation one 12 is formed in the sleeve body 10, the perforation one 12 is arranged on the outside of the pile body 5, and the support rod connecting hole 11 is in a tapered structure, and the opening in the direction away from the perforation one 12 is smaller, so that the microorganism grouting liquid injected into the support rod 8 has greater impact force.

[0055] Preferably, as shown in Figures 3-4 , the glass fiber bar 9 includes a glass fiber outer layer 13 and an inner core 14, the side of the glass fiber outer layer 13 is provided with a plurality of through holes two 16, and the inner core 14 includes a cylindrical body 28, and the two sides of the cylindrical body 28 are provided with through holes one 15, and the through holes one 15 and the through holes two 16 are communicated, so that the microorganism grouting liquid can enter the through holes two 16 through the through holes one 15.

[0056] Preferably, the inner core is a steel bar.

[0057] Preferably, as shown in Figure 5As shown, the pile body 5 comprises a base body 17, the through hole two 18 is arranged in the base body 17, the sliding sleeve 7 is sleeved on the outside of the base body 17, the inner adjusting block 19 is arranged between the two sliding sleeves 7, the inner adjusting block 19 is connected through the communication pipe 20, when the inner stress of the corresponding soil layer of the sliding sleeve 7 is different, the sliding sleeve 7 is driven by the inner adjusting block 19 and the glass fiber bar 9 to slide up and down in the base body 17, the dynamic adjustment of the inner stress of the soil layer can be realized through the communication pipe 20, at the same time, the support rod (8) connected with each other can also transmit the inner stress to other soil inner stress adjusting pile structures 4, so that the excessive inner stress in a certain place can be transmitted to other places, the effect of reducing and dispersing the inner stress is achieved, the inner stress of the whole fill can be well adjusted, the settlement is uniform, and the settlement amount is small.

[0058] Preferably, the grouting through hole 21 connected with the through hole two 18 and the support rod connecting hole 11 is arranged in the base body 17, the grouting through hole 21 comprises a through hole three 23 connected with the through hole two 18 at the left end and a ring hole 24 connected with the through hole three 23 and the support rod connecting hole 11.

[0059] Preferably, the height of the ring hole 24 is smaller than the sliding sleeve 7.

[0060] Preferably, as shown in the figure, Figure 7 As shown, the support rod 8 comprises a rod body 25, an open cavity 26 is formed in the inner side of the rod body 25, the opening of the cavity 26 is communicated with the support rod connecting hole 11, and a plurality of through hole fours 27 are arranged on the side of the rod body 25.

[0061] Preferably, the through hole four 27 is a conical hole, the conical hole has a smaller hole on the side far away from the cavity 26, so that the microbial grouting liquid can be sprayed farther, and the right side of the rod body 25 is provided with a fixing structure for fixing the glass fiber bar 9, such as an ear penetrating structure, a clamping claw with an opening adjusted by a bolt and the like.

[0062] Preferably, as shown in the figure, Figure 6 In order to avoid large settlement of the roadbed, the sliding sleeve 7 is rotatably connected to the pile body 5 through a threaded pair, so that when the roadbed has a large settlement, the sliding sleeve 7 can convert the vertical settlement movement into a rotating force of the spiral support structure 6, and the settlement movement can be transmitted to other spiral support structures 6 through the mutual connection of the spiral support structures 6, so that the settlement can be dispersed, the large settlement can be changed into a small amplitude rotation or deformation of the spiral support structure 6 and absorbed, so that the safety of the fill can be further ensured.

[0063] Preferably, the certain height is 0.6 m, the another height is 6 m, and the preset height is 12-18 m.

[0064] Preferably, the roller compactor is a 50T vibrating roller, and the driving speed of the roller compactor is 2-3km / h.

[0065] Preferably, the dynamic compactor is a 3000kN·m energy level dynamic compactor, and the point compaction is performed at a spacing of 3-4m.

[0066] Preferably, the glass fiber reinforcement 9 supported by the support rod 8 is spirally wound around the pile body 5 as a whole.

[0067] Preferably, the lower end of the glass fiber reinforcement 9 penetrates the base body 17 and communicates with the second perforation 18.

[0068] Preferably, a settlement measuring rod is arranged in the second perforation 18, and the settlement amount of the fill at the corresponding position can be measured through the settlement measuring rod.

[0069] Preferably, the settlement measuring rod is a plurality of settlement measuring rods, each of which is connected to the sliding sleeve 7 at the corresponding position, and the settlement measuring rod can be connected to the corresponding sliding sleeve 7 through the third through hole 23, so as to measure the settlement amount of the fill soil layer corresponding to the corresponding sliding sleeve 7. Preferably, one settlement measuring rod is arranged in each of the soil internal stress adjusting pile structures 4.

[0070] Preferably, the internal adjusting block 19 can be a hydraulic jack structure, and the stress limiting adjusting block 22 can be fixedly arranged on the base body 17 by means of bolts or other fixing structures.

[0071] Preferably, the pile body 5 is formed by pouring, and the pouring slurry of the pile body 5 includes cement slurry, mineral powder, iron powder and calcium chloride. In order to ensure the strength, steel bars and the like can be additionally arranged inside.

[0072] Preferably, the microbial grouting liquid includes a low-concentration calcium chloride solution, a cementing liquid prepared from urea and calcium chloride, and a bacterial liquid. When the microbial grouting liquid is injected, the bacterial liquid is first injected, then the low-concentration calcium chloride solution is injected after the bacterial liquid fully infiltrates the to-be-solidified filler, and then the cementing liquid is injected after the low-concentration calcium chloride solution fully infiltrates the to-be-solidified filler, so that the cementing liquid also fully infiltrates the to-be-solidified filler, and finally a stone body is formed. Preferably, the pump for injecting the microbial grouting liquid is a common pump in the field, which is not the focus here, and thus will not be described in detail.

[0073] Preferably, the bacterial liquid is stored in a bacterial liquid storage tank, and the bacteria used are Bacillus pasteurii.

[0074] Preferably, in order to facilitate subsequent use, the upper end of the second perforation 18 is further provided with a movable sealing cover, which is opened when needed.

[0075] Preferably, the heavy compactor has a tonnage of 60-80 tons.

[0076] Although the present application has been described in connection with the preferred embodiment thereof with reference to the drawings, it will be apparent to those skilled in the art that many changes, modifications, variations and substitutions can be made thereto without departing from the scope of the application. It is intended to cover by the appended claims any and all adaptations or variations of the present application and to encompass present best mode thereof.

Claims

1. A high fill embankment slope protection method, comprising the following steps: I. Inserting soil internal stress adjusting pile structure into soil: Inserting a plurality of soil internal stress adjusting pile structures (4) into the fill base (1), the soil internal stress adjusting pile structures (4) being adapted to the height of the fill body (2) and the slope of the slope body (29); II. Forming fill body and slope body: Laying the fill body (2) and the slope body (29) on the fill base (1), after laying to a certain height, using a road roller to roll, after the fill reaches another height, using a dynamic compactor to first point ramming and then full ramming, finally forming a high fill embankment formed by the slope body (29) and the fill body (2); III. Laying waterproof pavement: Laying a layer of waterproof pavement on the filled fill body, so that the height of the waterproof pavement is not lower than the soil internal stress adjusting pile structure, and laying a layer of waterproof slope on the filled slope body (29); The soil internal stress adjusting pile structure (4) comprises a pile body (5) and a spiral support structure (6), the spiral support structure (6) comprises a sliding sleeve (7), a support rod (8) and a glass fiber bar (9), the sliding sleeve (7) is sleeved on the outer side of the pile body (5), and an internal adjusting block (19) is arranged between the upper and lower adjacent sliding sleeves (7), one end of the support rod (8) is connected to the sliding sleeve (7), and the other end is fixedly connected to the glass fiber bar (9), the glass fiber bar (9) is arranged in a spiral around the pile body (5), the sliding sleeve (7) is driven by the internal adjusting block (19) and the glass fiber bar (9) to slide up and down on the outer side of the base body (17), the adjacent two soil internal stress adjusting pile structures (4) at the fill body (2) are fixedly connected to each other through the support rod (8), the glass fiber bars (9) of the adjacent two soil internal stress adjusting pile structures (4) at the slope body (29) cross each other, so that the soil internal stress adjusting pile structure (4) at the slope body (29) can absorb the pulling force generated due to the sliding of the fill at the slope body, the glass fiber bars (9) between the soil internal stress adjusting pile structures (4) at the fill body (2) and the soil internal stress adjusting pile structures (4) at the slope body (29) also cross each other, so that the sliding deformation at the slope body (29) can be transmitted to the fill body (2), making the slope body (29) more stable; the pile body (5) is internally provided with perforations two (18), the support rod (8) is internally provided with a cavity (26) and a plurality of through holes four (27) on the peripheral side, the glass fiber bar (9) is internally provided with a through hole one (15) and a plurality of through holes two (16) on the peripheral side, the perforations two (18) and the cavity (26) and the through hole one (15) are in communication, before laying the waterproof pavement, microbial grouting liquid is injected into the perforations two (18), so that calcium carbonate precipitates are formed on the lower side of the pile body (5), the peripheral side of the support rod (8) and the peripheral side of the glass fiber bar (9), cementing the surrounding soil.

2. A method of protecting the side slope of a high fill embankment according to claim 1, wherein: Before the waterproof pavement is laid, a soil stress adjustment step is further included: a microorganism grouting liquid is injected into the soil stress adjustment pile structure, after a period of sufficient reaction, a heavy road roller is used to walk on the laid filling main body (2), thus, an external load is applied to the filling main body, when there are cavities or extrusion internal stresses in the filling main body, the mutual connection glass fiber bars (9) are used to adjust, the sliding sleeve (7) is used to extrude or stretch the internal adjustment block (19) to complete the adjustment of the internal stresses of the filling main body and the soil in the transverse direction of the filling main body, when there are protrusions, cracks or depressions in the filling main body, a layer of filling main body (2) is laid again, and after point ramming, full ramming is completed, thus the filling of the filling main body (2) is completed.

3. The method for protecting the side slope of a high fill embankment according to claim 1, wherein: The pile main body (5) includes a base body (17), the through hole two (18) is arranged in the base body (17), the sliding sleeve (7) is arranged outside the base body (17), the internal adjustment block (19) is arranged between the two sliding sleeves (7), the internal adjustment block (19) is connected through the communication pipe (20), when the internal stresses of the soil layers corresponding to the sliding sleeves (7) are different, the sliding sleeves (7) are driven by the internal adjustment block (19) and the glass fiber bars (9) to slide up and down outside the base body (17), the internal stresses of the soil layers can be dynamically adjusted through the communication pipe (20), at the same time, the mutual connection support rods (8) can transmit the internal stresses to other soil stress adjustment pile structures (4), so that the excessive internal stress at a certain place can be transmitted to other places, the effect of reducing and dispersing the internal stress is achieved, the internal stress of the whole filling can be well adjusted, the settlement is uniform, and the settlement amount is small.

4. A method of protecting the side slope of a high fill embankment as defined in claim 3, wherein: The internal adjustment block (19) is a hydraulic jack structure, and the stress limiting adjustment block (22) is arranged on the base body (17) and fixed by bolts.

5. A method of protecting the side slope of a high fill embankment according to claim 1, wherein: In order to avoid large settlement of the roadbed, the sliding sleeve (7) is rotatably connected to the pile main body (5) through a threaded pair, so that when the roadbed has a large settlement, the sliding sleeve (7) converts the vertical settlement movement into the rotating force of the spiral support structure (6), and the spiral support structures (6) are mutually connected, so that the settlement is transmitted to other spiral support structures (6), thereby dispersing the settlement and changing the large settlement into small rotation or deformation of the spiral support structure (6) to be absorbed.

6. A method of protecting the side slope of a high fill embankment as defined in claim 3, wherein: The through hole two (18) is provided with a settlement measuring rod, the settlement amount of the filling at the corresponding position can be measured through the settlement measuring rod, the settlement measuring rod is a plurality of, each settlement measuring rod is connected to the sliding sleeve (7) at the corresponding position, and the settlement measuring rod is connected with the corresponding sliding sleeve (7) through the through hole three (23), so as to measure the settlement amount corresponding to the filling soil layer corresponding to the corresponding sliding sleeve (7).

7. A method of protecting the side slope of a high fill embankment according to claim 3, wherein: The pile main body (5) is formed by pouring; the pouring slurry of the pile main body (5) includes cement slurry, mineral powder, iron powder and calcium chloride.

8. A method of protecting the side slope of a high fill embankment as claimed in claim 1 or 2, wherein: The microbial grouting liquid comprises a low-concentration calcium chloride solution, a cementing liquid prepared from urea and calcium chloride, and a bacterial liquid; when the microbial grouting liquid is injected, the bacterial liquid is first injected, then the low-concentration calcium chloride solution is injected after the bacterial liquid sufficiently infiltrates the to-be-solidified filler, then the cementing liquid is injected after the low-concentration calcium chloride solution sufficiently infiltrates the to-be-solidified filler, so that the cementing liquid also sufficiently infiltrates the to-be-solidified filler, and finally a stone body is formed.

9. A method of protecting the side slope of a high fill embankment according to claim 8, wherein: The bacterial liquid is stored in a bacterial liquid storage tank, and the bacteria used are bacillus pasteurii.

10. A method for protecting the slope of a high embankment as described in claim 1, characterized in that: The glass fiber tendon (9) supported by the support rod (8) is spirally wound around the pile body (5) as a whole, and the lower end of the glass fiber tendon (9) penetrates through the base body (17) and communicates with the second perforation (18).

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