Gravity type wharf anti-overturning reinforcing method with newly-added self-anchored micro piles

Abstract

The invention discloses a gravity type wharf anti-overturning reinforcing method with newly-added self-anchored micro piles. The method comprises the following steps that S1, a gravity type wharf structure is detected; collecting a wharf as-built drawing and performing condition evaluation on each structure of the wharf; s2, wharf reinforcement design; according to the evaluated reinforcement target, anchoring measures for achieving the reinforcement target are designed in combination with the technical parameters of all structures of the wharf; s3, the filler behind the wharf is vertically anchored; a thin and straight pile body is adopted, the pile body is embedded into a foundation bed and grouted, and the top of the pile and a panel are anchored; s4, the concrete square block layer is vertically anchored; the concrete square block layers are strung together through anchor cables, and the two ends of each anchor cable are anchored to the face plate and the foundation bed respectively; s5, horizontal anchoring is conducted on the breast wall; the breast wall is anchored in a soil body behind the wharf through an anchor cable. According to the method, the originally loose gravity type wharfs are connected into a whole by forming the net-shaped self-anchoring system which is crossed transversely and vertically, scattered, dense and fine, and the overturning resistance and the shock resistance of the gravity type wharfs are improved.

Description

Technical Field

[0001] The present invention relates to the field of gravity-type dock reinforcement, and more specifically, to a gravity-type dock anti-overturning reinforcement method with newly added self-anchored micro-piles. Background Art

[0002] Gravity docks are widely used in dock construction due to their convenient construction, simple technology and good durability. Dock construction around the world began in the late 19th and early 20th centuries, mainly gravity-type block docks. Over a hundred years have passed, and war damage, durability diseases, and increased design load standards have led to an urgent need for repair and reinforcement. Limited by the development of maintenance concepts and technical levels, there are not many cases of reinforcement design and construction abroad. Although my country has formed dock reinforcement specifications, there are not many design methods and engineering cases for gravity-type block dock reinforcement.

[0003] my country's "Technical Guidelines for the Reinforcement and Reconstruction of Wharf Structures" (JTS T 172-2016) published in 2016 pointed out that the reinforcement and reconstruction methods of gravity wharf structures can be adopted in the form of pre-pile platforms, pre-pier platforms, fender adjustment, bed grouting, wall grouting, breast wall expansion and wall unloading treatment. Among them, wall grouting and wall unloading treatment are used to improve the anti-overturning capacity of the structure.

[0004] However, the construction of docks in my country was mainly carried out after the founding of the People's Republic of China. Compared with the early foreign countries, the technical level and construction capacity are higher, and the gravity docks are mainly caisson docks. A small number of gravity block docks have slightly different structural forms from foreign docks due to the source of dock fillers. China's reinforcement specifications cannot be fully applied to foreign gravity dock reinforcement projects. We urgently need to develop new technologies in a targeted manner. Summary of the invention

[0005] The purpose of the present invention is to provide a gravity dock anti-overturning reinforcement method with newly added self-anchored micro-piles, which connects the originally loose gravity dock into a whole by forming a horizontally and vertically crossed, dispersed, dense and fine mesh self-anchoring system, thereby improving its anti-overturning and anti-seismic capabilities.

[0006] The technical solution adopted by the present invention to solve this technical problem is: to provide a gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles, comprising the following steps: S1: Gravity wharf structure inspection; collect wharf completion drawings and conduct condition assessment of various wharf structures; S2: Wharf reinforcement design: Based on the reinforcement target evaluated in step S1 and combined with the technical parameters of each wharf structure, design anchoring measures to achieve the reinforcement target; S3: Vertically anchor the filler behind the wharf; use thin straight piles, embed the piles into the subgrade and inject grout, and anchor the top of the piles to the wharf deck; S4: vertically anchor the concrete block layers; use anchor cables to string the concrete block layers together, and anchor the two ends of the anchor cables to the dock panel and the foundation bed respectively; S5: Anchor the breast wall horizontally; use anchor cables to anchor the breast wall in the soil behind the wharf.

[0007] Preferably, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S3 are as follows: Drill holes from the dock panel to the bottom of the subgrade, insert steel core materials into the full height of the holes, press paste slurry into the holes within the subgrade depth range and maintain them, tension the steel core materials on the dock panel and anchor them, press paste slurry into the holes within the filler depth range behind the dock and maintain them.

[0008] Preferably, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the spacing between the various boreholes is 1-2 m, and the diameter of each hole is less than 30 cm.

[0009] Preferably, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the steel core material includes steel bars, steel pipes and steel sections.

[0010] Preferably, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S4 are as follows: Start drilling on the dock panel above the concrete block layer, pass through the concrete block layer and drill to the bottom of the subgrade, insert steel strands into the holes, press paste slurry into the holes within the subgrade depth range and maintain them, tension the steel strands on the dock panel and anchor them, press paste slurry into the holes within the filler depth range behind the dock and maintain them.

[0011] Preferably, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the hole spacing along the longitudinal direction of the dock is 1.0 m, and the hole spacing along the transverse direction of the dock is 4.0 m.

[0012] Preferably, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S5 are as follows: A hole is drilled obliquely downward in the horizontal direction of the breast wall until it reaches the soil behind the wharf. A steel strand is inserted into the hole. Paste slurry is pressed into the hole in the soil behind the wharf and cured. The steel strand is tensioned and anchored on the breast wall. Paste slurry is pressed into the holes in the remaining length and cured.

[0013] Preferably, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the specific anchoring points on the breast wall where the steel strands are tensioned and anchored are arranged inside the breast wall above sea level.

[0014] Preferably, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the longitudinal hole spacing along the water-facing side of the breast wall is 1.0 m, and the transverse hole spacing along the water-facing side of the breast wall is 4.0 m.

[0015] Preferably, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles, the gravity-type wharf structure in step S1 comprises: a wharf panel, a breast wall, a concrete block layer, a wharf rear filler and a wharf rear soil body; The concrete block layer is arranged on the water-facing side, a breast wall is arranged on the upper surface of the concrete block layer close to the water-facing side, the dock rear filling is arranged between the concrete block layer and the dock rear soil, and the dock panel is laid on the dock rear filling and connected to the breast wall.

[0016] The present invention has at least the following beneficial effects: 1. Compared with the traditional anti-overturning reinforcement method of gravity dock, this method forms a horizontally and vertically crossed, dispersed, dense and fine self-anchoring system, which adds micro-piles anchored on the dock bed to the originally loose gravity dock, thereby improving its anti-overturning and earthquake resistance.

[0017] 2. Compared with the traditional reinforcement method of grouting filling the filler behind the dock, the toothpick-shaped pile body proposed in the present invention is not affected by geological conditions during construction, is not restricted by the construction site, does not require the use of special construction equipment, and generally has less consumables, shorter construction period, lower cost, more controllable quality, and safer construction.

[0018] 3. Compared with the traditional reinforcement method of stringing the dock blocks into a whole with steel sections, the present invention introduces the anchor cable system into the block anti-overturning. It not only plays the role of stringing the blocks into a whole and adding micro piles, but also anchors the blocks on the foundation to form a cantilever beam state, thereby improving its anti-overturning ability.

[0019] Other advantages, objectives and features of the present invention will be embodied in part through the following description, and in part will be understood by those skilled in the art through study and practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 It is a construction diagram of a gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles; Explanation of the accompanying reference numerals: 1. Wharf panel, 2. Breast wall, 3. Concrete block layer, 4. Filling material at the rear of the wharf, 5. Soil at the rear of the wharf, 6. Steel sheet piles, 7. Filling material anchoring structure at the rear of the wharf, 71. Anchored steel on the panel, 72. "Steel core material + slurry protective layer" in the filler, 73. Grouting anchor body in the base bed, 8. Wharf block anchoring structure, 81. Anchored steel strand on the panel, 82. "Steel strand + slurry protective layer" in the block, 83. Grouting anchor body in the base bed, 9. Wharf breast wall anchoring structure, 91. Anchored steel strand on the breast wall, 92. Horizontal "Steel strand + slurry protective layer" in the wharf, 93. Grouting anchor body at the far end of the wharf. DETAILED DESCRIPTION

[0021] The present invention is described in detail and completely below in conjunction with the accompanying drawings. A person of ordinary skill in the art will be able to implement the present invention based on these descriptions. Before describing the present invention in conjunction with the accompanying drawings, it should be particularly pointed out that the technical solutions and technical features provided in each part of the present invention, including the following description, can be combined with each other without conflict.

[0022] In addition, the embodiments of the present invention involved in the following description are generally only a part of the embodiments of the present invention, rather than all the embodiments. Therefore, based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present invention.

[0023] The present invention is further described in detail below in conjunction with the accompanying drawings and embodiments, and its specific implementation process is as follows: like Figure 1 As shown, the present invention provides a gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles, comprising the following steps: S1: Gravity wharf structure inspection; collect wharf completion drawings and conduct condition assessment of various wharf structures; including: wharf rear fill 4, concrete block layer 3 and breast wall 2, etc.; S2: Wharf reinforcement design: Based on the reinforcement target evaluated in step S1 and combined with the technical parameters of each wharf structure, design anchoring measures to achieve the reinforcement target; reinforcement targets include but are not limited to wharf anti-tilting reinforcement, wharf anti-seismic reinforcement, anti-overturning of the wharf front dredging, etc.; S3: vertically anchor the filler 4 behind the dock; use a thin straight pile body, embed the pile body into the base bed and inject grout, and anchor the top of the pile body to the dock panel 1; in this embodiment, a preferred implementation scheme is that the filler 4 behind the dock is a stone filler with a porosity of an astonishing 40%. The present invention forms dispersed, dense and fine "toothpick-shaped" pile bodies in the loose filler 4 behind the dock, stringing the loose filler behind the dock into a whole. The "toothpick-shaped" pile body refers to a thin straight pile body with a pile foundation diameter of <30cm, and the distance between each pile body is 1~2m; S4: vertically anchor the concrete block layer 3; use anchor cables to string the concrete block layer 3 together to improve its integrity, and the two ends of the anchor cables are anchored to the dock panel 1 and the base bed respectively; S5: Anchor the breast wall 2 horizontally; anchor the breast wall 2 in the soil 5 behind the wharf using anchor cables to improve its anti-overturning ability.

[0024] Compared with the traditional grouting scheme, this reinforcement method saves 1,000 tons of cement, shortens the construction period by 6 months, saves more than 5 million yuan in costs, has a 100% acceptance rate in one inspection, and has fewer safety risks during the construction process.

[0025] Furthermore, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S3 are as follows: The drilling machine drills holes from the dock panel 1 to the bottom of the subgrade, inserts the steel core material into the hole at all heights, presses the paste slurry into the hole within the subgrade depth range and maintains it, tensions the steel core material on the dock panel 1 and anchors it, presses the paste slurry into the hole within the depth range of the filler 7 behind the dock and maintains it. The paste slurry is embedded in the filler around the pile body to further improve the integrity.

[0026] In this embodiment, a preferred implementation scheme is that the specific process flow of step S3 is: drilling holes on the dock panel 1 above the filler 4 behind the dock with a light drilling machine, with a hole spacing of 1.5m; drilling from the dock surface to the bottom of the subgrade, with a hole depth of 24m; inserting an I-beam into the hole, and welding 4 6m long steels into 24m; pressing paste slurry into the hole within the 8m high subgrade range, with a pressure of 0.5MPa, and an average excess of 150%, indicating that part of the slurry is embedded in the stone filler around the pile body; maintenance; tensioning and anchoring the I-beam on the dock panel; grouting and maintenance in the hole within the 15m high filler depth range.

[0027] Furthermore, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micro-piles, the spacing between the holes drilled by the drilling machine is 1-2m, and the diameter of each hole is less than 30cm. This makes the pile body thin and straight, and the construction is not affected by geological conditions, is not restricted by the construction site, does not require the use of special construction equipment, and generally has less consumables, shorter construction period, lower cost, more controllable quality, and safer construction.

[0028] Furthermore, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the steel core material includes steel bars, steel pipes and steel sections.

[0029] Furthermore, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S4 are as follows: A drilling machine is used to drill holes on the dock panel 1 above the concrete block layer 3, passing through the concrete block layer 3 and drilling to the bottom of the subgrade, and steel strands are inserted into the holes. Paste slurry is pressed into the holes within the depth range of the subgrade and cured. The steel strands are tensioned and anchored on the dock panel 1, and paste slurry is pressed into the holes within the depth range of the filler 7 behind the dock and cured. The anchor cable is anchored in the subgrade and the soil below, so that the concrete block layer 3 forms a cantilever beam, which improves the anti-overturning ability of the concrete block layer 3.

[0030] In this embodiment, a preferred implementation scheme is that the specific process flow of step S4 is: drilling holes on the dock panel 1 above the concrete block layer 3 with a light drilling rig, with a hole spacing of 1.0m in the longitudinal direction of the dock and a hole spacing of 4.0m in the transverse direction of the dock; drilling from the dock surface to the bottom of the subgrade, with a hole depth of 24m; inserting 7 steel strands in the hole; pressing paste slurry into the holes within the 8m high subgrade range with a pressure of 0.5MPa, with an average excess of 150%, indicating that part of the slurry is embedded in the stone filling around the pile body; maintenance; tensioning and anchoring the steel strands on the dock panel; grouting and maintenance in the holes within the 15m high filling depth range.

[0031] Furthermore, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the hole spacing of the drilling rig along the longitudinal direction of the dock is 1.0m, and the hole spacing along the transverse direction of the dock is 4.0m.

[0032] Furthermore, in the gravity-type dock anti-overturning reinforcement method with newly added self-anchored micropiles, the specific steps of step S5 are as follows: A drilling rig is used to drill a hole in the horizontal direction of the breast wall 2 at an angle downward until it reaches the soil 5 behind the wharf. A steel strand is inserted into the hole. Paste slurry is pressed into the hole in the soil 5 behind the wharf and cured. The steel strand is tensioned and anchored on the breast wall 2. Paste slurry is pressed into the hole in the remaining length range and cured.

[0033] In this embodiment, a preferred implementation scheme is that the specific process flow of step S5 is similar to the specific process flow of step S4, except that horizontal drilling and grouting are required.

[0034] Furthermore, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the specific anchoring points on the breast wall 2 where the steel strands are tensioned and anchored are arranged inside the breast wall 2 above the sea level.

[0035] Furthermore, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles, the hole spacing in the vertical direction along the water-facing side of the breast wall drilled by the drilling rig is 1.0m, and the hole spacing in the horizontal direction along the water-facing side of the breast wall is 4.0m.

[0036] Furthermore, in the gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles, the gravity-type wharf structure in step S1 includes: a wharf panel 1, a breast wall 2, a concrete block layer 3, a wharf rear filler 4 and a wharf rear soil 5; The concrete block layer 3 is arranged on the water-facing side, and a breast wall 2 is arranged on the upper surface of the concrete block layer 3 close to the water-facing side. The dock rear filler 4 is arranged between the concrete block layer 3 and the dock rear soil 5, and the dock panel 1 is laid on the dock rear filler 4 and connected to the breast wall 2.

[0037] In this embodiment, a preferred implementation scheme is that the gravity wharf structure also includes steel sheet piles 6, and the steel sheet piles 6 are arranged at the front edge of the water-facing side of the concrete block layer 3. The breast wall 2 holds the steel sheet piles 6 at the front edge of the concrete block layer 3, and the steel sheet piles 6 are reinforced with underwater concrete.

[0038] The dock rear filler anchoring structure 7 set on the dock rear filler includes a panel anchoring steel 71 set on the panel, a dock rear filler base bed grouting anchor body 73 set in the base bed of the dock rear filler 4, and a "steel core material + slurry protective layer" 72 in the filler connecting the two. The concrete block layer anchoring structure 8 set on the concrete block layer includes a panel anchoring steel strand 81 set on the panel, a concrete block layer base bed grouting anchor body 83 set in the base bed of the concrete block layer 3, and a "steel strand + slurry protective layer" 82 in the block connecting the two. The breast wall anchoring structure 9 set on the breast wall includes a breast wall anchoring steel strand 91 set on the breast wall, a dock far-end grouting anchor body 93 set in the dock rear soil 5, and a horizontal "steel strand + slurry protective layer" 92 in the dock connecting the two.

[0039] The horizontal breast wall anchorage structure and the vertical blocks and rear filler anchorage structure form a horizontally and vertically cross-sectional, dispersed, dense and fine mesh self-anchoring system, connecting the originally loose gravity dock into a whole, improving its anti-overturning and anti-seismic capabilities. Even after the front of the dock is dredged, the dock will not overturn.

[0040] Although the embodiments of the present invention have been disclosed as above, they are not limited to the applications listed in the specification and the implementation modes. They can be fully applied to various fields suitable for the present invention. For those familiar with the art, additional modifications can be easily implemented. Therefore, without departing from the general concept defined by the claims and the scope of equivalents, the present invention is not limited to the specific details and the embodiments shown and described herein.

Claims

1. A gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles, characterized in that: The steps include: S1: Gravity wharf structure inspection; collect wharf completion drawings and conduct condition assessment of various wharf structures; S2: Wharf reinforcement design: Based on the reinforcement target evaluated in step S1 and combined with the technical parameters of each wharf structure, design anchoring measures to achieve the reinforcement target; S3: Vertically anchor the filler behind the wharf; use thin straight piles, embed the piles into the subgrade and inject grout, and anchor the top of the piles to the wharf deck; S4: vertically anchor the concrete block layers; use anchor cables to string the concrete block layers together, and anchor the two ends of the anchor cables to the dock panel and the foundation bed respectively; S5: Anchor the breast wall horizontally; use anchor cables to anchor the breast wall in the soil behind the wharf.

2. The gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles as claimed in claim 1 is characterized in that: The specific steps of step S3 are as follows: Drill holes from the dock panel to the bottom of the subgrade, insert steel core materials into the full height of the holes, press paste slurry into the holes within the subgrade depth range and maintain them, tension the steel core materials on the dock panel and anchor them, press paste slurry into the holes within the filler depth range behind the dock and maintain them.

3. The gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles as claimed in claim 2 is characterized in that: The distance between the boreholes is 1-2 m, and the diameter of each hole is less than 30 cm.

4. The method for reinforcing a gravity-type wharf against overturning with newly added self-anchored micropiles as claimed in claim 2, characterized in that: The steel core material includes steel bars, steel pipes and steel sections.

5. The gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micropiles as claimed in claim 1 is characterized in that: The specific steps of step S4 are as follows: Start drilling on the dock panel above the concrete block layer, pass through the concrete block layer and drill to the bottom of the subgrade, insert steel strands into the holes, press paste slurry into the holes within the subgrade depth range and maintain them, tension the steel strands on the dock panel and anchor them, press paste slurry into the holes within the filler depth range behind the dock and maintain them.

6. The gravity-type wharf anti-overturning reinforcement method with newly added self-anchored micro-piles as claimed in claim 5 is characterized in that: The hole spacing along the longitudinal direction of the wharf is 1.0m, and the hole spacing along the transverse direction of the wharf is 4.0m.

7. The method for reinforcing a gravity-type wharf against overturning with newly added self-anchored micropiles as claimed in claim 1, characterized in that: The specific steps of step S5 are as follows: A hole is drilled obliquely downward in the horizontal direction of the breast wall until it reaches the soil behind the wharf. A steel strand is inserted into the hole. Paste slurry is pressed into the hole in the soil behind the wharf and cured. The steel strand is tensioned and anchored on the breast wall. Paste slurry is pressed into the holes in the remaining length and cured.

8. The method for reinforcing a gravity-type wharf against overturning with newly added self-anchored micropiles as claimed in claim 7, characterized in that: The specific anchoring points on the breast wall where the steel strands are tensioned and anchored are arranged inside the breast wall above the sea level.

9. The method for reinforcing a gravity-type wharf against overturning by adding self-anchored micropiles as claimed in claim 7, characterized in that: The borehole spacing along the water-facing side of the breast wall is 1.0 m in the longitudinal direction, and the borehole spacing along the water-facing side of the breast wall is 4.0 m in the transverse direction.

10. The method for reinforcing a gravity-type wharf against overturning with newly added self-anchored micropiles as claimed in claim 1, characterized in that: The gravity dock structure in step S1 includes: a dock panel, a breast wall, a concrete block layer, a dock rear filler and a dock rear soil body; The concrete block layer is arranged on the water-facing side, a breast wall is arranged on the upper surface of the concrete block layer close to the water-facing side, the dock rear filling is arranged between the concrete block layer and the dock rear soil, and the dock panel is laid on the dock rear filling and connected to the breast wall.

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