High-strength hard rock spiral drilling guide hole steel sheet pile cofferdam and construction method

Abstract

The invention provides a high-strength hard rock spiral drilling guide hole steel sheet pile cofferdam and a construction method. The construction method comprises the steps that a guide hole and pile planting integrated multifunctional guide frame is arranged; i-shaped steel penetrates through a steel casing inner support technology; a steel sheet pile high-pressure water jetting guide hole synchronous pile sinking technology is adopted; a local soil layer hanging type steel casing auxiliary hole guiding pile sinking technology is adopted; an arc-shaped unit steel sheet pile outer side sealing technology is adopted; a hanging type bottom sealing concrete construction platform is arranged; a guide hole backfill soil back pressure compaction technology is adopted; the efficient backfilling technology for pumping the flow-state solidified soil through the guide holes is adopted, and the construction method comprises the construction steps that firstly, the guide holes are formed; step 2, backfilling; thirdly, inserting and driving the steel sheet piles; 4, inner support installation; 5, sealing the bottom of the cofferdam; and step 6, cofferdam water leakage prevention. The method has the advantages of being high in construction efficiency, high in operability and low in construction difficulty, and good technical and economic benefits can be obtained when the method is applied to actual engineering.

Description

Technical Field

[0001] The invention relates to the technical field of bridge engineering, and in particular to a high-strength hard rock spiral drill hole steel sheet pile cofferdam and a construction method. Background Art

[0002] Steel sheet pile cofferdam plays an important role in engineering. It is often used for retaining soil and water because of its simple production, low construction difficulty, and small steel consumption. Under normal soil conditions, the construction difficulty of steel sheet pile cofferdam is low and it has strong versatility. However, when encountering hard rock soil with high strength, due to the strength limitation of the steel sheet pile structure, it cannot be directly driven into the hard rock layer. It is easy to deviate during insertion or cause the steel sheet pile to enter the rock insufficiently. If static pressure pile planting technology is used, the construction process will be complicated and costly. In addition, there are problems such as local leakage of steel sheet piles, loose backfill soil, local karst strata, and internal support penetrating steel casings. New technologies need to be introduced to innovate the construction of steel sheet pile cofferdams.

[0003] Therefore, there is an urgent need for a high-strength hard rock spiral drill hole steel sheet pile cofferdam and construction method to meet the construction of steel sheet pile cofferdams in high-strength hard rock environments. Summary of the invention

[0004] The purpose of the present invention is to provide a high-strength hard rock spiral drill hole steel sheet pile cofferdam and a construction method in view of the above problems existing in the prior art.

[0005] In order to achieve the above-mentioned invention object, the present invention adopts the following technical scheme: a high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method, comprising the following construction steps:

[0006] Step 1, hole guiding: lay out guide frames around the construction range of hole guiding pile planting, install the multifunctional guide frame in the guide frame, and the multifunctional guide frame can move along the length direction of the guide frame; vertically install the steel sheet pile limit plate in the vertical groove on the multifunctional guide frame, and drive the steel casing in sequence along the moving direction of the multifunctional guide frame; when the hole guiding encounters a karst stratum, drive the steel casing through the karst cave, and then use the hanging steel casing auxiliary pile sinking system to hang the steel casing on the trestle, and then use the spiral excavator to guide the hole;

[0007] Step 2, backfilling: backfilling is performed by a construction method of backfilling and compacting backfill soil or a backfilling method of fluidized solidified soil. During the construction of the backfilling and compacting backfill soil construction method, a backfill counter-pressure device is installed on the trestle, and the backfill soil falls into the hole through the funnel on the backfill counter-pressure device. The bottom of the funnel is connected to a spliced ​​steel pipe, and the spliced ​​steel pipe extends into the hole. The spliced ​​steel pipe is connected by a number of short steel pipes. Support rods are respectively arranged on both sides of the short steel pipe at the bottom, and a hydraulic rod is arranged on the support rod. The bottom end of the hydraulic rod is connected to a pressure plate, and the backfill soil in the hole is compacted by the pressure plates on both sides of the bottom of the spliced ​​steel pipe; when the backfill soil is over the bottom of the spliced ​​steel pipe, the funnel is lifted by a jack, and then a section of the short steel pipe directly connected to the funnel at the top of the spliced ​​steel pipe is disassembled, and the spliced ​​steel pipe is reconnected to the bottom of the funnel, and then the backfilling of the backfill soil continues, and the above steps are repeated until the backfilling and compaction of the backfill soil are completed;

[0008] During the backfilling of fluidized solidified soil, the pumping pipe is symmetrically installed on the circular pumping hanging device, the pumping pipe is lowered into the hole and the fluidized solidified soil is pumped into the hole;

[0009] Step 3: Inserting and driving the steel sheet piles: Install the steel sheet pile limit plate horizontally on the horizontal groove on the multifunctional guide frame, align the lock buckle at one end of the steel sheet pile with the lock on the steel sheet pile limit plate and insert it, and guide the insertion and driving of the steel sheet piles through the multifunctional guide frame; for the pile planting construction of the soil layer of the high-strength hard rock part, the steel sheet piles are inserted and driven by the high-pressure water jetting synchronous pile sinking process, the water jetting pipe is fixed on the steel sheet pile, and three rows of small water pipes are set at the bottom of the water jetting pipe, and the steel sheet piles are implanted into the hard rock by injecting water while driving the steel sheet piles;

[0010] Step 4: Install the inner support: When installing the inner support, it needs to pass through the pile foundation casing, pass the reinforcement bench through the reserved hole on the pile foundation casing and firmly fix it on the pile foundation casing, then pass the inner support through the pile foundation casing and place it steadily on the reinforcement bench;

[0011] Step 5: Cofferdam bottom sealing: Use a hanging device to hang the conduit guide frame under the adjacent pile foundation casing. After the conduit guide frame in the middle is erected, hang the two conduit guide frames on the inner support and ring beam at the edge respectively. Weld the support truss between the two conduit guide frames, lay the ribbed steel plate on the support truss to form a hanging bottom sealing concrete construction platform, and pass the conduit through the conduit port on the conduit guide frame to pour the bottom sealing concrete through the conduit.

[0012] Step 6. Prevent water leakage in the cofferdam: When a leak occurs in the steel sheet pile, align the angled lock buckles at both ends of the arc-shaped steel plate with the lock buckles of the steel sheet piles adjacent to the leak and push them downward, then pour filling material between the steel sheet piles and the arc-shaped steel plate.

[0013] Preferably, in step one, the multifunctional guide frame includes a positioning frame and a steel sheet pile limiting plate, both ends of the steel sheet pile limiting plate are provided with a tenon body, the top of the positioning frame is provided with a U-shaped frame, the U-shaped frame is provided with a vertical groove and a horizontal groove, and the bottom of the positioning frame is provided with a reverse buckle structure; when the tenon bodies at both ends of the steel sheet pile limiting plate are longitudinally installed in the vertical groove, a steel casing hole guiding guide frame is formed, and when the steel casing is driven, the steel casing passes through the area surrounded by the steel sheet pile limiting plate and the U-shaped frame, and the steel casing is guided by the steel sheet pile limiting plate and the U-shaped frame; when the tenon bodies at both ends of the steel sheet pile limiting plate are transversely installed in the horizontal groove, a steel sheet pile guiding frame is formed.

[0014] Preferably, in step one, during the construction of the hanging steel casing assisted pile driving system, two parallel L-shaped I-beams are installed at the trestle, and then the corbels are welded to the L-shaped I-beams. A wire rope roller device is arranged on the top of the corbels, and a retractable wire rope is provided on the wire rope roller device. The wire rope is passed through the preset holes on the corbels and tied to the lifting ears on both sides of the steel casing.

[0015] Preferably, in step 2, the backfill counter-pressure device includes a short steel pipe and a funnel. An internal thread is set at one end of the short steel pipe and an external thread is set at the other end. When constructing the backfill counter-pressure device, several short steel pipes are assembled in a threaded connection manner to form a spliced ​​steel pipe; two L-shaped I-beams are installed on the trestle, and the brackets are welded to the L-shaped I-beams. A jack is placed on the upper end plane of the brackets, and the grooves on both sides of the lower end of the funnel are aligned with the top plate at the upper end of the jack. The funnel is placed on the jack, and an external thread is set at the outlet at the bottom of the funnel. The outlet at the bottom of the funnel is connected to the upper end of the spliced ​​steel pipe; support rods are welded on both sides of the bottom of the spliced ​​steel pipe, and a hydraulic rod is set on the support rod. The hydraulic rod is located on the lower side of the support rod, and the bottom end of the hydraulic rod is connected to a pressure plate.

[0016] Preferably, in step two, the circular pumping hanging device includes a circular base plate, a vertical cylinder, a hoop and a counterweight cage. The vertical cylinder with a hanging point is arranged on the circular base plate. Two small circular holes and one large circular hole are arranged in the middle of the circular base plate. The counterweight cage passes through the large circular hole and is installed on the circular base plate. The hoop is arranged at the small circular hole. A number of counterweights are placed in the counterweight cage, and the circular pumping hanging device is lifted up with a lifting rope, which is connected to the lifting point on the vertical cylinder. The pumping pipe passes through the small circular hole on the circular pumping hanging device, and the pumping pipe is fixed with a hoop.

[0017] Preferably, in step three, the bottom of the water jetting pipe is connected to the horizontal water pipe, three water holes are opened on the horizontal water pipe, each water hole is connected to a small water pipe, the bottom of the small water pipe is arranged as an oblate water jetting nozzle, the small water pipes are fixed respectively with clamps, and the water jetting pipe is fixed to the steel sheet pile with an upper fixing ring and a lower fixing ring.

[0018] Preferably, in step four, the reinforcement bench includes a support plate, an I-shaped steel plate is used as the support plate, a limiting rotating shaft is installed in the middle of the support plate, so that the support plate can be freely folded around the middle rotating shaft; when the support plate passes through the reserved hole on the pile foundation casing, the support plate is in a folded state; after the support plate passes through the reserved hole on the pile foundation casing, the support plate is unfolded; the bottom of the left and right sides of the support plate are connected to the support plate, the support plate is connected to the rubber pad, the rubber pad is against the outside of the pile foundation casing, the surface of the rubber pad is provided with an anti-slip pattern, and damping rotating shafts are provided at the connection between the support plate, the support plate and the rubber pad.

[0019] Preferably, in step five, the hanging device includes a steel section, a jack, and a hanging rod. A groove is set at the top of the pile foundation casing, and the reinforcement bench is placed in the groove. The steel section is then placed on the reinforcement bench along the vertical direction of the catheter guide frame; the jack is placed on the steel section, and the hanging rod passes through the jack and the catheter guide frame. The lower end of the hanging rod is connected to the catheter guide frame with a high-strength nut, so that the catheter guide frame is set below the pile foundation casing.

[0020] Preferably, it is obtained by the high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method as described in any one of the claims.

[0021] The beneficial effects of the present invention are:

[0022] 1. The present invention adopts various technologies and processes for the construction of hole-drawing and pile-planting, adopts a multifunctional guide frame, improves the accuracy and speed of hole-drawing and pile-planting, and further adopts high-pressure water jet hole-drawing and synchronous pile-sinking technology to solve the problem of high-strength hard rock pile-planting. For the hole-drawing working conditions of local soil layer karst caves, the hanging steel casing is used to assist the hole-drawing and pile-sinking technology, which reduces the length of the steel casing.

[0023] 2. The present invention adopts the outer side sealing technology of arc-shaped unit steel sheet piles to solve the problem of water leakage of steel sheet piles.

[0024] 3. The present invention adopts the back-pressure compaction of the lead hole backfill and the pumping fluidized solidified soil backfill technology to ensure the stability of the driven steel sheet piles.

[0025] 4. The present invention adopts a hanging bottom concrete construction platform, which improves the utilization rate of the steel casing and the convenience of pouring the bottom concrete. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a plan view of an integrated multifunctional guide frame for guiding holes and planting piles;

[0027] Figure 2 It is a three-dimensional diagram of an integrated multifunctional guide frame for guiding holes and planting piles;

[0028] Figure 3 This is the front view of the steel casing hanging during the construction of the cave section;

[0029] Figure 4This is a side view of the hanging steel casing during the construction of the cave section;

[0030] Figure 5 This is a structural diagram of the backfill backpressure device for the lead hole;

[0031] Figure 6 It is a structural diagram of a pumping fluidized soil solidification device;

[0032] Figure 7 It is a top view of the pumping fluidized soil solidification device;

[0033] Figure 8 It is a front view of the high-pressure water jet pipe setting;

[0034] Fig. 9 This is a top view of the suspended bottom concrete construction platform;

[0035] Fig.10 It is the AA section view;

[0036] Fig.11 This is the side view of the I-beam penetrating the steel casing reinforcement;

[0037] Fig.12 This is the top view of the I-beam penetrating the steel casing reinforcement;

[0038] Fig.13 It is a top view of the closed outer side of the curved steel plate.

[0039] In the figure, 1, steel casing; 2, steel sheet pile; 3, multifunctional guide frame; 4, guide frame; 5, positioning frame; 6, steel sheet pile limit plate; 7, U-shaped frame; 8, horizontal groove; 9, vertical groove; 10, lock mouth; 11, reverse buckle structure; 12, spiral excavator; 13, L-shaped I-beam; 14, trestle; 15, wire rope roller device; 16, wire rope; 17, lifting lug; 18, bracket; 19, jack; 20, funnel; 21, groove mouth; 22, short steel pipe; 23, spliced ​​steel pipe; 24, support rod; 25, hydraulic rod; 26, pressure plate; 27, stiffening rib; 28, circular pumping hanging device; 29, lifting rope; 30, lifting point; 31, counterweight cage; 32, counterweight; 33 , pumping pipe; 34, clamp; 35, circular bottom plate; 36, vertical cylinder; 37, water jet pipe; 38, horizontal water pipe; 39, small water pipe; 40, clamp; 41, water jet nozzle; 42, upper fixing ring; 43, lower fixing ring; 44, reinforcement bench; 45, inner support; 46, support plate; 47, limit shaft; 48, support plate; 49, rubber pad; 50, damping shaft; 51, pile foundation casing; 52, catheter guide frame; 53, hanging device; 54, supporting truss; 55, steel; 56, catheter mouth; 57, ring beam; 58, ribbed steel plate; 59, jack; 60, suspension rod; 61, high-strength nut; 62, leaking place; 63, bevel lock; 64, arc steel plate. DETAILED DESCRIPTION

[0040] The following will be combined with the accompanying drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field belong to the scope of protection of the present invention.

[0041] Those skilled in the art should understand that, in the disclosure of the present invention, the orientation or position relationship indicated by the terms "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc. are based on the orientation or position relationship shown in the drawings, which are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, the above terms should not be understood as limiting the present invention.

[0042] Embodiment 1:

[0043] like Figure 1 As shown in the figure, the high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method includes the following construction steps:

[0044] Step 1, hole drawing: use pile foundation casing and positioning piles to arrange guide frame 4 around the construction range of hole drawing and pile planting, install multifunctional guide frame 3 in guide frame 4, and multifunctional guide frame 3 can move along the length direction of guide frame 4; vertically install steel sheet pile limit plate 6 at vertical groove 9 on multifunctional guide frame 3, and then start to drive steel casing 1 in sequence along the moving direction of multifunctional guide frame 3; when the hole drawing encounters a karst cave formation, after driving the steel casing 1 through the karst cave, use the hanging steel casing auxiliary pile sinking system to hang the steel casing 1 on the trestle 14, shorten the driving length of the steel casing 1, and then use the spiral excavator 12 to draw the hole.

[0045] Specifically, Figures 1-2 As shown, the multifunctional guide frame 3 includes a positioning frame 5 and a steel sheet pile limiting plate 6. The two ends of the steel sheet pile limiting plate 6 are provided with a tenon body, the top of the positioning frame 5 is provided with a U-shaped frame 7, and the U-shaped frame 7 is provided with a vertical groove 9 and a horizontal groove 8. The bottom of the positioning frame 5 is provided with a buckle structure 11, and the buckle structure 11 is used to connect to the guide frame 4; when the tenons at both ends of the steel sheet pile limiting plate 6 are longitudinally installed in the vertical groove 9, a steel casing hole guide frame is formed. When the steel casing 1 is driven, the steel casing 1 passes through the area surrounded by the steel sheet pile limiting plate 6 and the U-shaped frame 7, and the steel casing 1 is guided by the steel sheet pile limiting plate 6 and the U-shaped frame 7; when the tenons at both ends of the steel sheet pile limiting plate 6 are transversely installed in the horizontal groove 8, a steel sheet pile guide frame is formed. The steel sheet pile limiting plate 6 is provided with a lock 10, which is a U-shaped notch.

[0046] Specifically, Figures 3-4 As shown, during the construction of the hanging steel casing auxiliary pile driving system, two parallel L-shaped I-beams 13 are installed at the trestle 14, and then the bracket 18 is welded to the L-shaped I-beam 13, and a wire rope roller device 15 is arranged on the top of the bracket 18. A retractable wire rope 16 is arranged on the wire rope roller device 15. The wire rope 16 is passed through the preset holes on the bracket 18 and tied to the lifting ears 17 on both sides of the steel casing 1 to complete the construction of the hanging steel casing auxiliary pile driving system.

[0047] Step 2, backfilling: different backfilling methods are selected according to the actual construction situation. The first is a construction method of backfilling and compacting with backfill soil. During construction, the backfill back pressure device is installed on the trestle 14, and the backfill soil falls into the hole through the funnel 20 on the backfill back pressure device. The bottom of the funnel 20 is connected to the spliced ​​steel pipe 23, and the spliced ​​steel pipe 23 extends into the hole. The spliced ​​steel pipe 23 is connected by a number of short steel pipes 22. Support rods 24 are respectively arranged on both sides of the short steel pipe 22 at the lower end, and a hydraulic rod 25 is arranged on the support rod. The bottom end of the hydraulic rod 25 is connected to a pressure plate 26, and the backfill soil in the hole is compacted by the pressure plates 26 on both sides of the bottom of the spliced ​​steel pipe 23. When the backfill soil is above the bottom of the spliced ​​steel pipe 23, the funnel 20 is lifted by the jack 19, and then the short steel pipe 22 directly connected to the funnel 20 at the top of the spliced ​​steel pipe 23 is removed, and the spliced ​​steel pipe 23 is reconnected to the bottom of the funnel 20, and then the backfill soil is continued, and the above steps are repeated until the backfill soil is backfilled and compacted. The second method is to backfill by backfilling with fluidized solidified soil, symmetrically installing the pumping pipe 33 on the special circular pumping hanging device 28, lowering the pumping pipe 33 into the hole and pumping the fluidized solidified soil into the hole.

[0048] Specifically, Figure 5 As shown, the backfill counter-pressure device includes a short steel pipe 22 and a funnel 20. An internal thread is set at one end of the short steel pipe 22 and an external thread is set at the other end. When constructing the backfill counter-pressure device, several short steel pipes 22 are assembled in a threaded connection manner to form a spliced ​​steel pipe 23; the L-shaped I-beam 13 and the corbel 18 are also used to form a supporting structure. Two L-shaped I-beams 13 are installed on the trestle 14, and the corbel 18 is welded to the L-shaped I-beam 13. A jack 19 is placed on the upper end plane of the corbel 18, and the grooves 21 on both sides of the lower end of the funnel 20 are aligned with the top plate at the upper end of the jack 19. The funnel 20 is placed on the jack 19, and an external thread is set at the outlet at the bottom of the funnel 20. The outlet at the bottom of the funnel 20 is connected to the upper end of the spliced ​​steel pipe 23. Support rods 24 are welded on both sides of the bottom of the spliced ​​steel pipe 23, and stiffening ribs 27 are arranged between the support rods 24 and the spliced ​​steel pipe 23 for reinforcement. A hydraulic rod 25 is arranged on the support rod 24, and the hydraulic rod 25 is located on the lower side of the support rod 24. The bottom end of the hydraulic rod 25 is connected to a pressure plate 26 to complete the backfill counter-pressure device.

[0049] Specifically, Figures 6-7 As shown, the circular pumping hanging device 28 includes a circular bottom plate 35, a vertical cylinder 36, a hoop 34 and a counterweight cage 31. The vertical cylinder 36 with a hanging point 30 is arranged on the circular bottom plate 35, and two small round holes and one large round hole are arranged in the middle of the circular bottom plate 35. The counterweight cage 31 passes through the large round hole and is installed on the circular bottom plate 35, and the hoop 34 is arranged at the small round hole. A number of counterweights 32 are placed in the counterweight cage 31, and the circular pumping hanging device 28 is lifted by a hanging rope 29, and the hanging rope 29 is connected to the hanging point 30 on the vertical cylinder 36. The pumping pipe 33 passes through the small round hole on the circular pumping hanging device 28, and the pumping pipe 33 is fixed by a hoop 34.

[0050] Step 3, steel sheet pile insertion: install the steel sheet pile limit plate 6 horizontally at the horizontal groove 8 on the multifunctional guide frame 3, and then align the lock buckle at one end of the steel sheet pile with the lock port 10 on the steel sheet pile limit plate 6 and insert it, guide the insertion of the steel sheet pile through the multifunctional guide frame 3, and insert the steel sheet pile 2 while moving the positioning frame 5. For the pile planting construction of the soil layer of the high-strength hard rock part, the high-pressure water jetting synchronous pile sinking process is used to insert the steel sheet pile, fix the water jet pipe 37 on the steel sheet pile 2, and set three rows of small water pipes 39 at the bottom of the water jet pipe 37 to increase the water jet range and water pressure, and implant the steel sheet pile 2 into the hard rock by injecting water while driving the steel sheet pile 2.

[0051] Specifically, Figure 8 As shown, the bottom of the water jetting pipe 37 is connected to the horizontal water pipe 38, and three water holes are opened on the horizontal water pipe 38. Each water hole is connected to a small water pipe 39. The bottom of the small water pipe 39 is set to be an oblate water jetting nozzle 41, and the small water pipe 39 is fixed by a clamping plate 40. The water jetting pipe 37 is fixed to the steel sheet pile 2 by an upper fixing ring 42 and a lower fixing ring 43.

[0052] Step 4: Installation of inner support: When installing the inner support 45, it needs to pass through the pile foundation casing 51, pass the reinforcement bench 44 through the reserved hole on the pile foundation casing 51 and secure it on the pile foundation casing 51, then pass the inner support 45 through the pile foundation casing 51 and place it stably on the reinforcement bench 44, and finally complete the installation of the three-layer inner support.

[0053] Specifically, Figures 9-10As shown, the reinforcement bench 44 includes a support plate 46, which is an I-shaped steel plate. A limit rotation shaft 47 is installed in the middle of the support plate 46, so that the support plate 46 can be freely folded around the middle rotation shaft 47, so as to conveniently pass through the reserved hole on the pile foundation casing 51; when the support plate 46 passes through the reserved hole on the pile foundation casing 51, the support plate 46 is in a folded state, so that it is convenient for the support plate 46 to pass through the reserved hole on the pile foundation casing 51; after the support plate 46 passes through the reserved hole on the pile foundation casing 51, the support plate 46 is unfolded. The bottom of the left and right sides of the support plate 46 are connected to the support plate 48, and the support plate 48 is connected to the rubber pad 49, which is against the outer side of the pile foundation casing 51. The surface of the rubber pad 49 is provided with an anti-slip pattern, and the reinforcement bench 44 is against the outer side of the pile foundation casing 51 through the rubber pad 49. Damping shafts 50 are arranged at the connection points between the support plate 46, the support plate 48 and the rubber pad 49, so that the reinforcement stool 44 can be folded freely.

[0054] Step 5, cofferdam bottom sealing: Use the hanging device 53 to hang the conduit guide frame 52 under the adjacent pile foundation casing 51. After the conduit guide frame in the middle part is erected, the two conduit guide frames 52 are hung on the inner support 45 and the ring beam 57 at the edge respectively. The support truss 54 is welded between the two conduit guide frames 52, and the ribbed steel plate 58 is laid on the support truss 54 to form a hanging bottom sealing concrete construction platform. The conduit passes through the conduit port 56 on the conduit guide frame 52, and the bottom sealing concrete is poured through the conduit.

[0055] Specifically, Figures 11-12 As shown, the hanging device 53 includes a steel section 55, a jack 59, and a suspension rod 60. A groove is set at the top of the pile foundation casing 51, and the reinforcement bench 44 is placed in the groove. Then the steel section 55 is placed on the reinforcement bench 44 along the vertical direction of the conduit guide frame 52. The jack 59 is placed on the steel section 55, and the suspension rod 60 passes through the jack 59 and the conduit guide frame 52. The lower end of the suspension rod 60 is connected to the conduit guide frame 52 with a high-strength nut 61, so that the conduit guide frame 52 is set below the steel section 55. The support trusses 54 are welded between adjacent conduit guide frames 52, and then the ribbed steel plate 58 is laid on the support trusses 54 to form a hanging bottom sealing concrete construction platform.

[0056] Step 6: Leakage prevention of cofferdam: When a leak 62 appears on the steel sheet pile, the angled lock buckles 63 at both ends of the arc-shaped steel plate 64 are inserted downwardly into the lock buckles of the steel sheet pile 2 adjacent to the leak 62, and then filling material is poured between the steel sheet pile 2 and the arc-shaped steel plate 64.

[0057] Embodiment 2:

[0058] The high-strength hard rock spiral drill hole steel sheet pile cofferdam is constructed by using the high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method of Example 1.

[0059] The parts not described in detail in the present invention are prior art, so the present invention does not describe them in detail.

[0060] It is to be understood that the term "one" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element may be one, while in another embodiment, the number of the element may be multiple, and the term "one" should not be understood as a limitation on the quantity.

[0061] Although this article makes more use of steel casing, steel sheet pile, multi-functional guide frame, guide frame, positioning frame, steel sheet pile limit plate, U-shaped frame, horizontal groove, vertical groove, lock, reverse buckle structure, spiral excavator, L-shaped I-beam, trestle, wire rope roller device, wire rope, lifting lug, bull leg, jack, funnel, groove mouth, short steel pipe, spliced ​​steel pipe, support rod, hydraulic rod, pressure plate, stiffening rib, circular pumping hanging device, lifting rope, lifting point, counterweight cage, counterweight, pumping pipe , hoop, circular bottom plate, vertical cylinder, water jet pipe, horizontal water pipe, small water pipe, card plate, water jet nozzle, upper fixing ring, lower fixing ring, reinforcing bench, inner support, support plate, limit shaft, support plate, rubber pad, damping shaft, pile foundation casing, conduit guide frame, hanging device, support truss, steel, conduit mouth, ring beam, ribbed steel plate, jack, hanger, high-strength nut, leaking place, bevel lock buckle, arc steel plate and other terms, but does not exclude the possibility of using other terms. These terms are used only to more conveniently describe and explain the essence of the present invention. Interpreting them as any additional restrictions is contrary to the spirit of the present invention.

[0062] The present invention is not limited to the above-mentioned optimal implementation mode. Anyone can derive other various forms of products under the inspiration of the present invention. However, no matter what changes are made in the shape or structure, all technical solutions that are the same or similar to those of the present application fall within the protection scope of the present invention.

Claims

1. A high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method, characterized in that: The construction steps include: Step 1, hole guiding: a guide frame (4) is arranged around the construction range of the hole guiding pile planting, and a multifunctional guide frame (3) is installed in the guide frame (4), and the multifunctional guide frame (3) can move along the length direction of the guide frame (4); a steel sheet pile limit plate (6) is vertically installed at a vertical groove (9) on the multifunctional guide frame (3), and steel casings (1) are driven in sequence along the moving direction of the multifunctional guide frame (3); when the hole guiding encounters a karst cave formation, the steel casing (1) is driven into and through the karst cave, and then the steel casing (1) is hung on a trestle (14) by a hanging steel casing auxiliary pile sinking system, and then a screw excavator (12) is used to guide the hole; Step 2, backfilling: backfilling is performed by a construction method of backfilling and compacting backfill soil or a backfilling method of fluidized solidified soil. During the construction of the backfilling and compacting backfill soil construction method, a backfilling back pressure device is installed on the trestle (14), and the backfill soil falls into the hole through a funnel (20) on the backfilling back pressure device. The bottom of the funnel (20) is connected to a spliced ​​steel pipe (23), and the spliced ​​steel pipe (23) extends into the hole. The spliced ​​steel pipe (23) is formed by connecting a plurality of short steel pipes (22). Support rods (24) are respectively arranged on both sides of the short steel pipe (22) at the bottom, and liquid The pressure rod (25) is connected to the pressure plate (26) at the bottom end of the hydraulic rod (25), and the backfill soil in the hole is compacted by the pressure plates (26) on both sides of the bottom of the spliced ​​steel pipe (23); when the backfill soil is above the bottom of the spliced ​​steel pipe (23), the funnel (20) is lifted by the jack (19), and then a short steel pipe (22) directly connected to the funnel (20) at the top of the spliced ​​steel pipe (23) is removed, and the spliced ​​steel pipe (23) is reconnected to the bottom of the funnel (20), and then the backfill soil is continued to be backfilled, and the above steps are repeated until the backfill soil is backfilled and compacted; During the backfilling of the fluidized solidified soil, the pumping pipe (33) is symmetrically installed on the circular pumping hanging device (28), the pumping pipe (33) is lowered into the hole, and the fluidized solidified soil is pumped into the hole; Step 3, steel sheet pile insertion: install the steel sheet pile limit plate (6) transversely on the transverse groove (8) on the multifunctional guide frame (3), align the lock buckle at one end of the steel sheet pile with the lock opening (10) on the steel sheet pile limit plate (6) and insert it, and guide the insertion of the steel sheet pile through the multifunctional guide frame (3); for the pile planting construction of the soil layer of the high-strength hard rock part, the steel sheet pile is inserted by the high-pressure water jetting synchronous pile sinking process, the water jetting pipe (37) is fixed on the steel sheet pile (2), and three rows of small water pipes (39) are set at the bottom of the water jetting pipe (37), and the steel sheet pile (2) is implanted into the hard rock by injecting water while driving the steel sheet pile (2); Step 4: Installation of inner support: When installing the inner support (45), it needs to pass through the pile foundation casing (51), pass the reinforcement bench (44) through the reserved hole on the pile foundation casing (51) and firmly fix it on the pile foundation casing (51), then pass the inner support (45) through the pile foundation casing (51) and stably place it on the reinforcement bench (44); Step 5, cofferdam bottom sealing: the conduit guide frame (52) is suspended under the adjacent pile foundation casing (51) by using the suspension device (53). After the conduit guide frame in the middle part is erected, the two conduit guide frames (52) are respectively suspended on the inner support (45) and the ring beam (57) at the edge. A support truss (54) is welded between the two conduit guide frames (52). The ribbed steel plate (58) is laid on the support truss (54) to form a suspended bottom sealing concrete construction platform. The conduit passes through the conduit port (56) on the conduit guide frame (52), and the bottom sealing concrete is poured through the conduit. Step 6: Leakage prevention of the cofferdam: When a leak occurs at the steel sheet pile (62), the angled locks (63) at both ends of the arc-shaped steel plate (64) are inserted downwardly into the locks of the steel sheet pile (2) adjacent to the leak (62), and then filling material is poured between the steel sheet pile (2) and the arc-shaped steel plate (64).

2. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step one, the multifunctional guide frame (3) comprises a positioning frame (5) and a steel sheet pile limiting plate (6), the two ends of the steel sheet pile limiting plate (6) are provided with a tenon body, the top of the positioning frame (5) is provided with a U-shaped frame (7), the U-shaped frame (7) is provided with a vertical groove (9) and a horizontal groove (8), and the bottom of the positioning frame (5) is provided with a buckle structure (11); when the tenon bodies at both ends of the steel sheet pile limiting plate (6) are longitudinally installed in the vertical groove (9), a steel casing hole guiding guide frame is formed, and when the steel casing (1) is installed, the steel casing (1) passes through the area surrounded by the steel sheet pile limiting plate (6) and the U-shaped frame (7), and the steel casing (1) is guided by the steel sheet pile limiting plate (6) and the U-shaped frame (7); when the tenon bodies at both ends of the steel sheet pile limiting plate (6) are transversely installed in the horizontal groove (8), a steel sheet pile guiding frame is formed.

3. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step 1, during the construction of the hanging steel casing auxiliary pile sinking system, two parallel L-shaped I-beams (13) are installed at the trestle (14), and then the bracket (18) is welded to the L-shaped I-beam (13). A wire rope roller device (15) is arranged on the top of the bracket (18), and a retractable wire rope (16) is arranged on the wire rope roller device (15). The wire rope (16) is passed through a preset hole on the bracket (18) and tied to the lifting ears (17) on both sides of the steel casing (1).

4. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step 2, the backfill counterpressure device comprises a short steel pipe (22) and a funnel (20). One end of the short steel pipe (22) is provided with an internal thread and the other end is provided with an external thread. When constructing the backfill counterpressure device, a plurality of short steel pipes (22) are assembled in a threaded connection manner to form a spliced ​​steel pipe (23); two L-shaped I-beams (13) are installed on the trestle (14), a bracket (18) is welded to the L-shaped I-beam (13), a jack (19) is placed on the upper end plane of the bracket (18), and the lower end of the funnel (20) is provided with a jack (19). The grooves (21) on both sides are aligned with the top plate at the upper end of the jack (19), the funnel (20) is placed on the jack (19), and the outlet at the bottom of the funnel (20) is provided with an external thread, and the outlet at the bottom of the funnel (20) is connected to the upper end of the spliced ​​steel pipe (23); support rods (24) are welded on both sides of the bottom of the spliced ​​steel pipe (23), and a hydraulic rod (25) is arranged on the support rod (24), and the hydraulic rod (25) is located at the lower side of the support rod (24), and the bottom end of the hydraulic rod (25) is connected to the pressure plate (26).

5. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step 2, the circular pumping hanging device (28) comprises a circular base plate (35), a vertical cylinder (36), a hoop (34) and a counterweight cage (31); the vertical cylinder (36) provided with a hanging point (30) is arranged on the circular base plate (35); two small round holes and one large round hole are arranged in the middle of the circular base plate (35); the counterweight cage (31) passes through the large round hole and is installed on the circular base plate (35); the hoop (34) is arranged at the small round hole; a plurality of counterweights (32) are placed in the counterweight cage (31); the circular pumping hanging device (28) is hung by a hanging rope (29); the hanging rope (29) is connected to the hanging point (30) on the vertical cylinder (36); the pumping pipe (33) passes through the small round hole on the circular pumping hanging device (28); the pumping pipe (33) is fixed by a hoop (34).

6. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step three, the bottom of the water jet pipe (37) is connected to the horizontal water pipe (38), three water holes are opened on the horizontal water pipe (38), each water hole is connected to a small water pipe (39), the bottom of the small water pipe (39) is set to be an oblate water jet nozzle (41), and the small water pipes (39) are fixed by clamping plates (40). The water jet pipe (37) is fixed to the steel sheet pile (2) by an upper fixing ring (42) and a lower fixing ring (43).

7. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step 4, the reinforcement bench (44) includes a support plate (46), an I-shaped steel plate is used as the support plate (46), a limit rotation shaft (47) is installed in the middle of the support plate (46), so that the support plate (46) can be freely folded around the middle rotation shaft (47); when the support plate (46) passes through the reserved hole on the pile foundation casing (51), the support plate (46) is in a folded state; after the support plate (46) passes through the reserved hole on the pile foundation casing (51), the support plate (46) is unfolded; the bottom of the left and right sides of the support plate (46) are connected to the support plate (48), the support plate (48) is connected to the rubber pad (49), the rubber pad (49) is against the outer side of the pile foundation casing (51), the surface of the rubber pad (49) is provided with an anti-slip pattern, and damping rotation shafts (50) are provided in pairs at the connection between the support plate (46), the support plate (48) and the rubber pad (49).

8. The high-strength hard rock spiral drill hole steel sheet pile cofferdam construction method according to claim 1 is characterized in that: In step five, the hanging device (53) includes a steel section (55), a jack (59), and a suspension rod (60). A groove is provided at the top of the pile foundation casing (51), and the reinforcement bench (44) is placed in the groove. Then, the steel section (55) is placed on the reinforcement bench (44) along the vertical direction of the conduit guide frame (52); the jack (59) is placed on the steel section (55), and the suspension rod (60) passes through the jack (59) and the conduit guide frame (52). The lower end of the suspension rod (60) is connected to the conduit guide frame (52) by a high-strength nut (61), so that the conduit guide frame (52) is arranged below the pile foundation casing (51).

9. A high-strength hard rock spiral drill hole steel sheet pile cofferdam, characterized in that: The cofferdam is constructed by the high-strength hard rock spiral drill hole steel sheet pile construction method described in any one of claims 1 to 8.

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