Construction method of liquefied soil layer ecological anti-seismic floating embankment

Abstract

The invention relates to a construction method of a liquefied soil layer ecological anti-seismic floating embankment. Comprising the following steps of branch plate uplift pile construction, transition cushion layer and pull anchor rod first-time extension construction, core pile construction, immersed tube gravel pile and pull anchor rod second-time extension construction, hollow cover plate construction, branch plate uplift gravel core pile composite foundation construction, force transmission frame structure installation, pervious concrete layer construction, damping connecting beam construction and EPS ecological floating embankment construction. The ecological anti-seismic floating embankment has the beneficial effects that under the limiting effect of a connecting truss side edge blocking head in a force transmission frame structure and a blocking hook on the upper portion of a pulling anchor rod in a supporting disc anti-pulling gravel core pile, fluctuation changes of floating and sinking of the EPS floating embankment layer are within a small range, and then the overlarge fluctuation process of floating and sinking of the ecological anti-seismic floating embankment of the liquefied soil layer is prevented; under the action of an earthquake, horizontal waves or transverse waves of the earthquake can be better counteracted through the damping connecting beams arranged in the longitudinal and transverse directions, and large longitudinal and transverse deformation of the EPS ecological floating embankment under the action of the earthquake is reduced.

Description

Technical Field

[0001] The invention belongs to the field of civil engineering, and in particular relates to a method for constructing an ecological earthquake-resistant floating embankment of a liquefied soil layer. Background Art

[0002] The construction of coastal ecological embankments and seawalls has always been a key project in implementing the Green China strategic goal. CN202222147664.3 discloses a new structure for an ecological seawall in coastal areas, providing a new approach to achieving sustainable development in coastal safety, ecology, and people's livelihoods. However, it does not consider the construction of ecological seawalls under earthquakes or liquefaction. In addition, most technical patents, such as CN202122742640.8, CN202111438669.5, and CN202220530697.3, disclose gravity-type ecological seawall construction structures or methods, but do not specify corresponding earthquake-resistant measures, especially in liquefied soil layers, which appear to be very vulnerable to earthquakes. In terms of earthquake resistance, CN201520565099.X and CN202210668288.4 propose using eco-bags and geotechnical reinforcement to enhance the flexible seismic resistance of embankments or seawalls. However, they do not systematically consider the comprehensive impact of earthquakes on embankments or seawalls.

[0003] Therefore, it is very important to develop a construction method for ecological embankments or seawalls in liquefiable soil layers under earthquake action that can fully consider the effects. Summary of the Invention

[0004] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a method for constructing an ecological earthquake-resistant floating embankment in a liquefied soil layer.

[0005] The method for constructing the liquefied soil ecological earthquake-resistant floating embankment comprises the following steps:

[0006] Step 1: Construction of anti-pullout piles with support plates: sinking large steel pipes and excavating the soil in the liquefied soil layer, and expanding the support plate holes. Hanging the pile foundation steel cage and anchor rods in the expanded hole of the support plate, and pouring concrete to form the piles;

[0007] Step 2: pour the transition cushion layer inside the large steel pipe and carry out the first extension of the anchor rod;

[0008] Step 3: Install a small steel pipe outside the anchor rod and pour concrete to form a core pile;

[0009] Step 4: Secondary extension of the sunken stone pile and anchor rod: pour graded gravel into the large steel pipe to form the sunken stone pile; pull out the large steel pipe and perform secondary welding and extension of the anchor rod;

[0010] Step 5: Cast a hollow cover plate on the top of the immersed gravel pile, with ear plates on the side of the hollow cover plate;

[0011] Step 6: Repeat steps 1 to 5 to complete the construction of the composite foundation with support plates and anti-pulling crushed stone core piles;

[0012] Step 7: Arrange lugs on the top of the force transmission frame structure; install the force transmission frame structure on the hollow cover plate;

[0013] Step 8: pouring a permeable concrete layer on the surface of the liquefied soil layer between the support plate anti-pullout gravel core piles;

[0014] Step 9: Damping connecting beam construction: Inert gas is injected into the damping connecting beam during fabrication; the damping connecting beam is installed between the adjacent transverse sides of the force transmission frame structure and the adjacent longitudinal top of the force transmission frame structure;

[0015] Step 10. Construction of EPS ecological floating embankment: Pour EPS on top of the permeable concrete layer to form an EPS floating embankment layer; arrange horizontal drainage holes in the EPS floating embankment layer, and arrange ecological bags on top of the horizontal drainage holes.

[0016] Preferably, in step one, the bottom of the liquefied soil layer is the bearing layer; a large steel pipe is sunk and driven at a preset position in the liquefied soil layer, and the bottom of the large steel pipe is inserted in the bearing layer; the top of the large steel pipe extends out of the liquefied soil layer; a multi-diameter and multi-branched branch plate expansion hole is drilled in the bearing layer; the anchor rod and the pile foundation steel cage are fixedly connected to form a whole through multiple sets of shear keys and inserted into the branch plate expansion hole; the top of the anchor rod extends out of the pile foundation steel cage; concrete is poured into the branch plate expansion hole to form a branch plate pull-out pile.

[0017] Preferably, in step 2, plain concrete is poured at the junction of the top of the support plate pull-out pile and the bottom of the large steel pipe to form a transition cushion layer; barbs are welded on the side wall of the extended section of the anchor rod, and the top of the anchor rod is welded with an extended section of the anchor rod.

[0018] Preferably, in step three, a small steel pipe is inserted into the inside of the large steel pipe along the axial direction of the anchor rod, and the bottom of the small steel pipe is inserted into the transition cushion layer; concrete is poured into the space formed by the small steel pipe and the anchor rod to form a core pile, and the top of the core pile extends out of the top of the liquefied soil layer.

[0019] Preferably, in step four, graded gravel is poured in the space enclosed by the core pile and the large steel pipe, and the large steel pipe is pulled up by vibration while the graded gravel is poured; the top of the gravel is flush with the top of the core pile to form a sunken gravel pile; after the large steel pipe is pulled out, the anchor rod is welded for the second time at the top of the first extended anchor rod.

[0020] Preferably, in step six, the branch plate pull-out resistant gravel core piles include branch plate pull-out resistant piles, transition cushions, core piles, anchor rods, sunk tube gravel piles and hollow cover plates from bottom to top, and the branch plate pull-out resistant gravel core piles and the surrounding liquefied soil layer form a branch plate pull-out resistant gravel core pile composite foundation.

[0021] Preferably, in step seven, a support is welded to the bottom of the force transmission frame structure, and the force transmission frame structure is fixed to the hollow cover plate by bolts and the support; a connecting truss is welded inside the force transmission frame structure, and the connecting truss is symmetrically arranged along the axis of the anchor rod; a stopper is welded at the contact between the connecting truss and the anchor rod, and the anchor rods at both ends of the stopper are welded with stop hooks; when the force transmission frame structure moves up and down, the stopper moves up and down within the limit range between the stop hooks.

[0022] Preferably, in step eight, geotextiles are evenly distributed on the surface of the liquefied soil layer between the support plate pull-out resistant gravel core piles, and steel grids are installed at the ear plates between the sides of the hollow cover plates; permeable concrete is poured on the surface of the liquefied soil layer to the top of the hollow cover plates to form a permeable concrete layer.

[0023] As a preferred embodiment, in step nine, the damping connecting beam includes a transverse damping connecting beam and a longitudinal damping connecting beam, and the transverse damping connecting beam and the longitudinal damping connecting beam have the same structure; the damping connecting beam includes a hollow steel round beam, a solid gravity round beam, a damping cable, a sealed end and a welded tie plate; the upper and lower parts of the hollow steel round beam are symmetrical; the upper hollow steel round beam is provided with a damping cable inside and an opening and a lifting lug outside; the opening includes a nozzle and a seal; the upper hollow steel round beam and the solid gravity round beam are connected by a damping cable. The hollow steel round beam of the upper part and the hollow steel round beam of the lower part are sealed and welded; the two ends of the hollow steel round beam are sealed to form sealed ends; multiple welding plates are installed and welded on both sides of the hollow steel round beam; inert gas is injected into the hollow steel round beam through the injection port, and the sealing cover at the other end is used for sealing; the horizontal damping connecting beam is installed between the adjacent horizontal sides of the force transmission frame structure through the welded tie plate; the longitudinal damping connecting beam is fixedly installed between the adjacent longitudinal tops of the force transmission frame structure through the bracket.

[0024] Preferably, in step ten, a plurality of steel wire grilles are evenly distributed on the top of the longitudinal damping connecting beam, and the steel wire grilles and the ear plates on the top of the force transmission frame structure are fixedly connected by tie bars; when the EPS floating embankment layer is poured, transverse drainage holes are pre-arranged in the EPS floating embankment layer, and a plurality of vertical anti-blocking water-permeable holes are evenly distributed along the axis direction of the transverse drainage holes, and grooves are set around the tops of the vertical anti-blocking water-permeable holes to form a drainage system; various types of ecological bags are arranged in the grooves, and salt-resistant flowers, plants and small trees are planted to form an ecological green belt.

[0025] The beneficial effects of the present invention are:

[0026] 1) Compared with traditional gravity embankments or seawalls, the present invention provides an EPS lightweight ecological floating embankment, which can prevent the rapid sinking of the liquefied soil layer below when it is liquefied by an earthquake. Under the action of excess pore pressure, the floating embankment will show a more obvious floating and sinking fluctuation process. Then, under the limiting action between the side stop heads of the truss connecting the support plate and the upper stop hooks of the anchor rods in the anti-pullout gravel core piles of the support plate in the force transmission frame structure, the floating and sinking fluctuations of the EPS floating embankment layer are within a smaller range, thereby preventing the excessive floating and sinking fluctuations of the ecological seismic floating embankment of the liquefied soil layer. In addition, multiple steel wire grid layers are arranged in the EPS floating embankment layer to enhance its ability to resist uneven settlement, thereby ensuring its operation safety, and the technical advantages are significant.

[0027] 2) Compared with traditional earthquake-resistant embankments, the present invention designs a damping connecting beam and embeds it in the EPS ecological floating embankment through a force transmission frame structure. When under the action of an earthquake, the damping connecting beams arranged longitudinally and transversely can better offset the horizontal waves or transverse waves of the earthquake, reducing the large longitudinal and transverse deformations of the EPS ecological floating embankment under the action of an earthquake, achieving the effect of being indestructible in large earthquakes, repairable in medium earthquakes, and unaffected by small earthquakes. In addition, the damping connecting beam is also filled with inert gas to enhance its service life, so the technical advantages of the present invention are very significant.

[0028] 3) Compared with traditional composite foundation technology, the composite foundation of support plate pull-out resistant gravel core piles provided by the present invention has the advantages of both flexible piles and rigid piles, and can provide better tensile and compressive bearing performance; the combination of the upper and lower and circumferential directions of the rigid and flexible piles can offset a large part of the earthquake deformation, and the sunken tube gravel piles in the liquefied soil layer can provide better compressive resistance for the upper EPS floating embankment layer. At the same time, combined with the permeable concrete layer, it can quickly reduce the excess static pore pressure caused by the earthquake in the liquefied soil, thereby reducing the impact of earthquake liquefaction, and the tensile system composed of support plate pull-out resistant piles, core piles and tension anchor rods can provide better tensile resistance for the upper EPS floating embankment layer. The compressive resistance system and the tensile resistance system complement each other, and the rigidity and flexibility are combined to resist earthquake deformation, with significant technical benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Figure 1 This is the construction flow chart of the ecological earthquake-resistant floating embankment in liquefied soil layer;

[0030] Figure 2 This is a cross-sectional view of the large steel pipe sinking, excavation, and support plate expansion construction;

[0031] Figure 3 This is a cross-sectional diagram of the construction of hoisting the pile foundation reinforcement cage and pulling the anchor rod;

[0032] Figure 4 This is a cross-sectional view of the concrete pouring process for the support plate anti-pullout piles;

[0033] Figure 5This is the cross-section diagram of the transition cushion construction;

[0034] Figure 6 This is the cross-section diagram of the first lengthening of the anchor rod;

[0035] Figure 7 This is a cross-section diagram of the core pile construction;

[0036] Figure 8 This is a cross-sectional view of the secondary extension construction of the sunken stone pile and anchor rod;

[0037] Figure 9 This is the cross-section diagram of the hollow cover construction;

[0038] Figure 10 It is the construction plan of the hollow cover;

[0039] Figure 11 This is the frame structure installation cross-section diagram;

[0040] Figure 12 It is the frame structure installation plan;

[0041] Figure 13 This is the cross-section diagram of the permeable concrete layer construction;

[0042] Figure 14 is the longitudinal detail of the damping coupling beam;

[0043] Figure 15 is the transverse detail of the damping coupling beam;

[0044] Figure 16 It is the construction section diagram of the longitudinal and transverse damping connecting beams;

[0045] Figure 17 It is the construction plan of the longitudinal and transverse damping connecting beams;

[0046] Figure 18 This is a cross-sectional diagram of the EPS ecological floating embankment construction.

[0047] Explanation of the reference numerals: 1-liquefied soil layer; 2-bearing layer; 3-large steel pipe; 4-support plate expansion hole; 5-tension anchor rod; 6-pile foundation steel cage; 7-shear key; 8-support plate pull-out pile; 9-transition cushion; 10-barb; 11-small steel pipe; 12-core pile; 13-sunk stone pile; 14-cover plate steel cage; 15-anchor bolt; 16-ear plate; 17-hollow cover plate; 18-stopper; 19-bolt; 20-support; 21-force transmission frame structure; 22- Connecting trusses; 23-hook; 24-steel wire grille; 25-permeable concrete layer; 26-solid gravity circular beam; 27-bracket; 28-hollow steel circular beam; 29-damping cable; 30-tension bar; 31-EPS floating embankment layer; 32-horizontal drainage hole; 33-groove; 34-vertical anti-blocking water-permeable hole; 35-ecological bag; 36-injection port; 37-sealing end; 38-welded tie plate; 39-seal; 40-cover; 41-lifting ear; 42-welded sealing center line. DETAILED DESCRIPTION

[0048] The present invention will be further described below with reference to the following examples. The following examples are provided only to facilitate understanding of the present invention. It should be noted that, without departing from the principles of the present invention, it is possible for a person skilled in the art to make various modifications to the present invention, and such improvements and modifications fall within the scope of the claims of the present invention.

[0049] Example 1

[0050] As an embodiment, a method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer is proposed, such as Figures 1 to 18 As shown, the following steps are included:

[0051] Step 1: Construction of the support plate pull-out pile 8: In the liquefied soil layer 1, the large steel pipe 3 is sunk and the support plate hole 4 is constructed. The pile foundation steel cage 6 and the anchor rod 5 are placed in the support plate hole 4 and concrete is poured to form the pile; Figures 2 to 4 As shown, the bottom of the liquefied soil layer 1 is the bearing layer 2; a large steel pipe 3 is sunk and driven at a preset position in the liquefied soil layer 1, with the bottom of the large steel pipe 3 inserted into the bearing layer 2; the top of the large steel pipe 3 extends out of the liquefied soil layer; a multi-diameter and multi-branched branch plate reaming 4 is drilled in the bearing layer 2; a tension anchor 5 and a pile foundation steel cage 6 are fixedly connected to form a whole through multiple sets of shear keys 7 and inserted into the branch plate reaming 4; the top of the tension anchor 5 extends out of the pile foundation steel cage 6; concrete is poured into the branch plate reaming 4 to form a branch plate pullout pile 8;

[0052] Step 2: Cast the transition cushion 9 in the large steel pipe 3 and carry out the first extension of the anchor rod 5; Figure 5 and Figure 6As shown, a transition layer 9 is formed by pouring plain concrete at the junction of the top of the support plate pull-out pile 8 and the bottom of the large steel pipe 3; a barb 10 is welded on the side wall of the extended section of the anchor rod 5, and the top of the anchor rod 5 is welded with an extended section of the anchor rod 5;

[0053] Step 3: Install a small steel pipe 11 outside the anchor rod 5 and pour concrete to form a core pile 12; Figure 7 As shown, a small steel pipe 11 is inserted into the large steel pipe 3 along the axial direction of the anchor rod 5, and the bottom of the small steel pipe 11 is inserted into the transition cushion 9; concrete is poured into the space formed by the small steel pipe 11 and the anchor rod 5 to form a core pile 12, and the top of the core pile 12 extends out of the top of the liquefied soil layer 1;

[0054] Step 4: Secondary extension of the pipe-sinking gravel pile 13 and the anchor rod 5: Figure 8 As shown, graded gravel is poured into the large steel pipe 3 to form a pipe-sunk gravel pile 13; the large steel pipe 3 is pulled out and the anchor rod 5 is welded for a second time to extend the length; graded gravel is poured into the space surrounded by the core pile 12 and the large steel pipe 3, and the large steel pipe 3 is pulled up by vibration while pouring the graded gravel; the top of the gravel is flush with the top of the core pile 12 to form a pipe-sunk gravel pile 13; after the large steel pipe 3 is pulled out, the anchor rod 5 is welded for a second time to extend the length at the top of the anchor rod 5 that was initially extended;

[0055] Step 5: Figure 9 and Figure 10 As shown, a hollow cover plate 17 is cast on the top of the immersed gravel pile 13, and a lug plate 16 is provided on the side of the hollow cover plate 17;

[0056] Step 6: Repeat steps 1 to 5 to complete the construction of the branch plate anti-pullout gravel core pile composite foundation; the branch plate anti-pullout gravel core pile includes, from bottom to top, the branch plate anti-pullout gravel pile 8, the transition cushion layer 9, the core pile 12, the anchor rod 5, the pipe-sunk gravel pile 13 and the hollow cover plate 17. The branch plate anti-pullout gravel core pile and the surrounding liquefied soil layer 1 form the branch plate anti-pullout gravel core pile composite foundation;

[0057] Step 7: Arrange the ear plate 16 on the top of the force transmission frame structure 21; install the force transmission frame structure 21 on the hollow cover plate 17;

[0058] Step 8: pouring a permeable concrete layer 25 on the surface of the liquefied soil layer 1 between the support plate anti-pullout gravel core piles;

[0059] Step 9: Damping connecting beam construction: Inert gas is injected into the damping connecting beam during fabrication; the damping connecting beam is installed between the adjacent transverse sides of the force transmission frame structure 21 and the adjacent longitudinal top of the force transmission frame structure 21;

[0060] Step 10: EPS ecological floating embankment construction: EPS is poured on top of the permeable concrete layer 25 to form an EPS floating embankment layer 31 ; horizontal drainage holes 32 are arranged in the EPS floating embankment layer 31 , and ecological bags 35 are arranged on top of the horizontal drainage holes 32 .

[0061] Example 2

[0062] As another embodiment, this embodiment 2 proposes a more specific method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer based on the embodiment 1, such as Figures 1 to 18 As shown, the following steps are included:

[0063] Step 1: Construction of the branch plate pullout pile 8: Sinking the large steel pipe 3, excavating the soil and expanding the branch plate hole 4 in the liquefied soil layer 1, hanging the pile foundation steel cage 6 and the anchor rod 5 in the branch plate hole 4, and pouring concrete to form the pile;

[0064] Step 2: pouring the transition cushion layer 9 in the large steel pipe 3 and carrying out the first extension construction of the anchor rod 5;

[0065] Step 3: Install a small steel pipe 11 outside the anchor rod 5 and pour concrete to form a core pile 12;

[0066] Step 4: Secondary extension of the pipe-sinking gravel pile 13 and the anchor rod 5: pour graded gravel into the large steel pipe 3 to form the pipe-sinking gravel pile 13; pull out the large steel pipe 3 and perform secondary welding extension of the anchor rod 5;

[0067] Step 5: Cast a hollow cover plate 17 on the top of the immersed gravel pile 13, with ear plates 16 on the side of the hollow cover plate 17;

[0068] Step 6: Repeat steps 1 to 5 to complete the construction of the composite foundation with support plates and anti-pulling crushed stone core piles;

[0069] Step 7: Arrange the ear plate 16 on the top of the force transmission frame structure 21; install the force transmission frame structure 21 on the hollow cover plate 17; Figure 11 and Figure 12 As shown, a support 20 is welded to the bottom of the force transmission frame structure 21, and the force transmission frame structure 21 is fixed to the hollow cover plate 17 by bolts 19 and the support 20; a connecting truss 22 is welded inside the force transmission frame structure 21, and the connecting truss 22 is symmetrically arranged along the axis of the anchor rod 5; a stopper 18 is welded at the contact point between the connecting truss 22 and the anchor rod 5, and a stopper hook 23 is welded to the anchor rod 5 at both ends of the stopper 18; when the force transmission frame structure 21 moves up and down, the stopper 18 moves up and down within the limit between the stopper hooks 23;

[0070] Step 8: pouring a permeable concrete layer 25 on the surface of the liquefied soil layer 1 between the support plate anti-pullout gravel core piles; Figure 13As shown, geotextiles are evenly distributed on the surface of the liquefied soil layer 1 between the support plate anti-pullout gravel core piles, and steel grids 24 are connected and installed on the ear plates 16 between the sides of the hollow cover plate 17; permeable concrete is poured on the surface of the liquefied soil layer 1 to the top of the hollow cover plate 17 to form a permeable concrete layer 25;

[0071] Step 9, Damping connecting beam construction: When making the damping connecting beam, inject inert gas into the interior; install the damping connecting beam between the adjacent horizontal side of the force transmission frame structure 21 and the adjacent longitudinal top of the force transmission frame structure 21; Figures 14 to 17 As shown, the damping connecting beam includes a transverse damping connecting beam and a longitudinal damping connecting beam, and the transverse damping connecting beam and the longitudinal damping connecting beam have the same structure; the damping connecting beam includes a hollow steel round beam 28, a solid gravity round beam 26, a damping cable 29, a sealed end 37 and a welded tie plate 38; the upper and lower parts of the hollow steel round beam 28 are symmetrical; the damping cable 29 is provided inside the upper hollow steel round beam 28, and an opening and a lifting lug 41 are provided outside; the opening includes a nozzle 36 and a sealing end 39; the upper hollow steel round beam 28 and the solid gravity round beam 26 are connected by the damping cable 29. The upper hollow steel circular beam 28 and the lower hollow steel circular beam 28 are sealed and welded; both ends of the hollow steel circular beam 28 are sealed to form sealed ends 37; multiple welded tie plates 38 are installed and welded on both sides of the hollow steel circular beam 28; inert gas is injected into the hollow steel circular beam 28 through the injection port 36, and the hollow steel circular beam 28 is sealed with a cover 40 at the other end sealing port 39; the transverse damping connecting beam is installed between adjacent transverse sides of the force transmission frame structure 21 through the welded tie plates 38; the longitudinal damping connecting beam is fixedly installed between adjacent longitudinal top ends of the force transmission frame structure 21 through the bracket 27;

[0072] Step 10, EPS ecological floating embankment construction: pour EPS on the permeable concrete layer 25 to form an EPS floating embankment layer 31; arrange horizontal drainage holes 32 in the EPS floating embankment layer 31, and arrange ecological bags 35 on the top of the horizontal drainage holes 32; Figure 18 As shown, multiple steel wire grilles 24 are evenly distributed on the top of the longitudinal damping connecting beam, and the steel wire grilles 24 and the ear plates 16 on the top of the force transmission frame structure 21 are fixedly connected by tie rods 30; when the EPS floating embankment layer 31 is poured, horizontal drainage holes 32 are pre-arranged in the EPS floating embankment layer 31, and multiple vertical anti-blocking water-permeable holes 34 are evenly distributed along the axial direction of the horizontal drainage holes 32, and grooves 33 are set around the tops of the vertical anti-blocking water-permeable holes 34 to form a drainage system; various types of ecological bags 35 are arranged in the grooves 33, and salt-resistant flowers, plants and small trees are planted to form an ecological green belt.

[0073] It should be noted that the parts in this embodiment that are the same or similar to those in the first embodiment can be referenced to each other and will not be described in detail in this application.

[0074] Example 3

[0075] As another embodiment, this embodiment 3 proposes a more specific method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer based on the embodiment 2, such as Figures 1 to 18 As shown, the following steps are included:

[0076] Step 1: Construction of the support plate pull-out pile 8: In the liquefied soil layer 1, the large steel pipe 3 is sunk and the support plate hole 4 is constructed. The pile foundation steel cage 6 and the anchor rod 5 are placed in the support plate hole 4 and concrete is poured to form the pile; Figure 2 As shown, a large steel pipe 3 is sunk and driven onto the bearing layer 2 at a preset position on the liquefied soil layer 1, and the liquefied soil in the large steel pipe 3 is simultaneously excavated and removed. The top of the large steel pipe 3 protrudes from the liquefied soil layer 1 by about 1 to 2 meters. Then, drawing on the construction technology of branch plate piles, drilling is performed on the bearing layer 2 to form multi-diameter and multi-branch branch plate holes 4. If necessary, the branch plate holes 4 can be reinforced with mud.

[0077] like Figure 3 and Figure 4 As shown, while the branch plate hole 4 is being expanded, the corresponding pile foundation steel cage 6 is manufactured. Then, the finished anchor rod 5 is connected to the pile foundation steel cage 6 through multiple sets of shear keys 7. The anchor rod 5 is fixed in the middle of the pile foundation steel cage 6 to form an integral whole and inserted into the branch plate expanded hole 4. The length of the anchor rod 5 exceeds the pile foundation steel cage 6 by about 1m. Then, concrete is poured into the branch plate expanded hole 4 to form the branch plate pull-out pile 8.

[0078] Step 2: Cast the transition cushion 9 in the large steel pipe 3 and carry out the first extension of the anchor rod 5; Figure 5 As shown, a 50 cm thick plain concrete pouring construction is carried out at the transition junction between the top of the support plate pullout pile 8 and the bottom of the large steel pipe 3, and then a transition cushion layer 9 is formed at the bottom of the large steel pipe 3; Figure 6 As shown, before the anchor rod 5 is first extended, the barbs 10 are welded on the anchor rod 5, and then the extension is performed by welding. After the extension, the anchor rod 5 can reach the top position of the large steel pipe 3;

[0079] Step 3: Install a small steel pipe 11 outside the anchor rod 5 and pour concrete to form a core pile 12; Figure 7 As shown, a small steel pipe 11 is inserted axially along the anchor rod 5 into the interior of the large steel pipe 3 to the transition cushion 9. The top position of the small steel pipe 11 is consistent with that of the large steel pipe 3. The diameter of the small steel pipe 11 is approximately two-sevenths to three-sevenths of the large steel pipe 3. Then, concrete is poured into the space formed by the small steel pipe 11 and the anchor rod 5 to form a core pile 12. The top height of the core pile 12 exceeds the top of the liquefied soil layer 1 by about 20 to 40 cm. After the concrete hardens, the small steel pipe 11 is pulled out.

[0080] Step 4: Secondary extension of the pipe-sinking gravel pile 13 and the anchor rod 5: pour graded gravel into the large steel pipe 3 to form the pipe-sinking gravel pile 13; pull out the large steel pipe 3 and perform secondary welding of the anchor rod 5; Figure 8 As shown, the process of conventional gravel piles is used as a reference. Graded gravel is poured into the space enclosed by the core pile 12 and the large steel pipe 3. While pouring the graded gravel, the large steel pipe 3 is vibrated and pulled up so that the top of the gravel is flush with the top of the core pile 12, forming a sunken gravel pile 13. After the large steel pipe 3 is pulled out, the anchor rod 5 is welded and extended for a second time. The anchor rod 5 extended by the second welding does not need to be provided with barbs 10. The length of the second extension is controlled to be about 2 to 4 meters.

[0081] Step 5: Cast a hollow cover plate 17 on the top of the immersed gravel pile 13, and a lug plate 16 is provided on the side of the hollow cover plate 17; Figure 9 and Figure 10 As shown, a hollow cover plate 17 is constructed on top of the immersed stone pile 13. The hollow cover plate 17 is cast in place and has a cover plate reinforcement cage 14 inside. At the same time, anchor bolts 15 and lugs 16 are pre-welded and arranged on the top and sides of the cover plate reinforcement cage 14 to facilitate the connection of the force transmission frame structure 21 and the wire grid 24 in the later stage.

[0082] Step 6: Repeat steps 1 to 5 to complete the construction of the branch plate anti-pullout gravel core pile composite foundation; the branch plate anti-pullout gravel core pile 12 is composed of the branch plate anti-pullout pile 8, the transition cushion 9, the core pile 12, the anchor rod 5, the pipe-sunk gravel pile 13 and the hollow cover plate 17 from bottom to top, so steps 1 to 5 can be repeated to complete the construction of other branch plate anti-pullout gravel core piles 12, and then the corresponding branch plate anti-pullout gravel core pile 12 composite foundation can be formed with the surrounding liquefied soil layer 1;

[0083] Step 7: Arrange the ear plate 16 on the top of the force transmission frame structure 21; install the force transmission frame structure 21 on the hollow cover plate 17;

[0084] Step 8: pouring a permeable concrete layer 25 on the surface of the liquefied soil layer 1 between the support plate anti-pullout gravel core piles;

[0085] Step 9: Damping connecting beam construction: Inert gas is injected into the damping connecting beam during fabrication; the damping connecting beam is installed between the adjacent transverse sides of the force transmission frame structure 21 and the adjacent longitudinal top of the force transmission frame structure 21;

[0086] Step 10: EPS ecological floating embankment construction: EPS is poured on top of the permeable concrete layer 25 to form an EPS floating embankment layer 31 ; horizontal drainage holes 32 are arranged in the EPS floating embankment layer 31 , and ecological bags 35 are arranged on top of the horizontal drainage holes 32 .

[0087] It should be noted that the parts in this embodiment that are the same or similar to those in the second embodiment can be referenced to each other and will not be described in detail in this application.

[0088] Example 4

[0089] As another embodiment, this fourth embodiment proposes, based on the third embodiment, a more specific method for constructing an ecological earthquake-resistant floating embankment of a liquefied soil layer, such as Figures 1 to 18 As shown, the following steps are included:

[0090] Step 1: Construction of the branch plate pullout pile 8: Sinking the large steel pipe 3, excavating the soil and expanding the branch plate hole 4 in the liquefied soil layer 1, hanging the pile foundation steel cage 6 and the anchor rod 5 in the branch plate hole 4, and pouring concrete to form the pile;

[0091] Step 2: pouring the transition cushion layer 9 in the large steel pipe 3 and carrying out the first extension construction of the anchor rod 5;

[0092] Step 3: Install a small steel pipe 11 outside the anchor rod 5 and pour concrete to form a core pile 12;

[0093] Step 4: Secondary extension of the pipe-sinking gravel pile 13 and the anchor rod 5: pour graded gravel into the large steel pipe 3 to form the pipe-sinking gravel pile 13; pull out the large steel pipe 3 and perform secondary welding extension of the anchor rod 5;

[0094] Step 5: Cast a hollow cover plate 17 on the top of the immersed gravel pile 13, with ear plates 16 on the side of the hollow cover plate 17;

[0095] Step 6: Repeat steps 1 to 5 to complete the construction of the composite foundation with support plates and anti-pulling crushed stone core piles;

[0096] Step 7: Arrange the ear plate 16 on the top of the force transmission frame structure 21; install the force transmission frame structure 21 on the hollow cover plate 17; Figure 11 and Figure 12 As shown, after the construction of the composite foundation of the support plate anti-pulling gravel core piles 12 is completed, the force transmission frame structure 21 is installed on each hollow cover plate 17. The manufacturing principle of the force transmission frame structure 21 is consistent with that of the conventional frame structure. The height of the force transmission frame structure 21 exceeds the top of the anchor rod 5 by about 4 to 8 cm. The width of the frame structure is about half the diameter of the hollow cover plate 17. A support 20 is welded to the bottom of the frame structure. The force transmission frame structure 21 is fixed to the hollow cover plate 17 by bolts 19 and the support 20.

[0097] Then, two to three layers of connecting trusses 22 are welded and arranged inside the force transmission frame structure 21. Four groups of connecting trusses 22 are symmetrically arranged along the axis of the anchor rod 5. The static distance between the connecting trusses 22 and the anchor rod 5 is controlled at about 2 to 4 cm, and at the same time, a stopper 18 is welded on the upper and lower sides of the connecting trusses 22 close to the anchor rod 5. Then, a stopper 23 is welded at the upper and lower corresponding positions of the anchor rod 5 above and below the position of the stopper 18. The static distance between the stopper 18 and the stopper 23 is controlled at about 1 to 2 cm. When the force transmission frame structure 21 moves up and down, the stopper 18 moves up and down along the stopper hook 23, but will not exceed the space limit between the stopper hooks 23, which is beneficial to the force transmission frame structure 21 to control the deformation of the later EPS floating embankment layer 31; in addition, a plurality of ear plates 16 are also arranged on the top of the force transmission frame structure 21 to facilitate the fixed connection of the wire grille 24 in the later EPS ecological floating embankment;

[0098] Step 8: pouring a permeable concrete layer 25 on the surface of the liquefied soil layer 1 between the support plate anti-pullout gravel core piles; Figure 13 As shown, after the force transmission frame structure 21 is installed, two or three layers of geotextile are evenly laid on the surface of the liquefied soil layer 1 between the support plate anti-pulling gravel core piles 12. Then, the wire grid 24 is connected using the ear plates 16 between the sides of the hollow cover plate 17. Permeable concrete is poured to the top of the hollow cover plate 17, and finally a permeable concrete layer 25 is formed.

[0099] Step 9, Damping connecting beam construction: When making the damping connecting beam, inject inert gas into the interior; install the damping connecting beam between the adjacent horizontal side of the force transmission frame structure 21 and the adjacent longitudinal top of the force transmission frame structure 21; Figure 14 and Figure 15 As shown, the longitudinal and transverse damping connecting beams are structurally identical. The damping connecting beam is composed of a hollow steel circular beam 28 butt-welded at the upper and lower portions, a solid gravity circular beam 26 made of reinforced concrete, a damping cable 29, a sealed end 37, and a welded tie plate 38. The diameter of the solid gravity circular beam 26 is four-fifths to five-sixths of the inner diameter of the hollow steel circular beam 28. The length of the hollow steel circular beam 28 minus the length of the solid gravity circular beam 26 is approximately equal to twice the diameter of the solid gravity circular beam 26.

[0100] The hollow steel round beam 28 is symmetrically composed of two parts, the upper part of the hollow steel round beam 28, a damping rope 29 is provided inside the upper part of the hollow steel round beam 28, and a sprue 36, a seal 39 and a lifting lug 41 are provided at symmetrical positions on both sides of the outer surface. The damping rope 29 can be a conventional vertical damping rope 29. During production, the upper part of the hollow steel round beam 28 is first symmetrically connected to the solid gravity round beam 26, and then the lower part of the hollow steel round beam 28 is sealed and welded to form two welding sealing center lines 42 in the middle part. After the hollow steel round beam 28 and the solid gravity round beam 26 are assembled, the two ends of the hollow steel round beam 28 are sealed to form sealed ends 37. The static distance between the solid gravity round beam 26 and the sealed end 37 is greater than the static distance between the solid gravity round beam 26 and the hollow steel round beam 28. The static distance between the solid gravity round beam 26 and the hollow steel round beam 28 is the length of the damping rope 29.

[0101] Then, multiple tie plates are welded to both sides of the hollow steel round beam 28 to form welded tie plates 38, which facilitate later installation with the force transmission frame structure 21. Finally, inert gas is injected into the hollow steel round beam 28 through the injection port 36 and sealed with a cap 40 at the other end sealing port 39. This ensures that the hollow steel round beam 28 is completely filled with inert gas, preventing the damping cable 29 from rusting and aging, thereby extending the service life of the damping tie beam.

[0102] like Figure 16 and Figure 17 As shown, the transverse damping connecting beam is installed between adjacent transverse sides of the force transmission frame structure 21, and the transverse damping connecting beam is welded and fixed between the side edges of the force transmission frame structure 21 using a welding tie plate 38; the longitudinal damping connecting beam is installed between adjacent longitudinal top ends of the force transmission frame structure 21, and the longitudinal damping connecting beam is first symmetrically erected between the top ends of adjacent longitudinal force transmission frame structures 21, and then fixed to the top ends of the force transmission frame structure 21 using a bracket 27;

[0103] Step 10, EPS ecological floating embankment construction: pour EPS on the permeable concrete layer 25 to form an EPS floating embankment layer 31; arrange horizontal drainage holes 32 in the EPS floating embankment layer 31, and arrange ecological bags 35 on the top of the horizontal drainage holes 32; Figure 18As shown, after the construction of the damping connecting beam is completed, multiple steel wire grilles 24 are evenly arranged on the top of the longitudinal damping connecting beam, and the steel wire grilles 24 layers are fixedly connected to the ear plates 16 on the top of the force transmission frame structure 21 by using tie bars 30, and then EPS is poured to gradually form an EPS floating embankment layer 31; during the pouring process of the EPS floating embankment layer 31, transverse drainage holes 32 are pre-arranged in the EPS floating embankment layer 31, and multiple vertical anti-blocking water-permeable holes 34 are evenly arranged along the axial direction of the transverse drainage holes 32, and grooves 33 are set around the top of each vertical anti-blocking water-permeable hole 34 to facilitate the later arrangement of ecological bags 35 to form a drainage system; after the drainage system is completed, various types of ecological bags 35 are arranged in the grooves 33, and salt-resistant flowers and small trees are planted to form an ecological green belt.

[0104] It should be noted that the parts in this embodiment that are the same or similar to those in the third embodiment can be referenced to each other and will not be described in detail in this application.

Claims

1. A method for constructing an ecological earthquake-resistant floating embankment in a liquefied soil layer, characterized in that: The following steps are involved: Step 1: Construction of anti-pullout piles with support plates: sinking large steel pipes and excavating the soil in the liquefied soil layer, and expanding the support plate holes. Hanging the pile foundation steel cage and anchor rods in the expanded hole of the support plate, and pouring concrete to form the piles; Step 2: pour the transition cushion layer inside the large steel pipe and carry out the first extension of the anchor rod; Step 3: Install a small steel pipe outside the anchor rod and pour concrete to form a core pile; Step 4: Secondary extension of the sunken stone pile and anchor rod: pour graded gravel into the large steel pipe to form the sunken stone pile; pull out the large steel pipe and perform secondary welding and extension of the anchor rod; Step 5: Cast a hollow cover plate on the top of the immersed gravel pile, with ear plates on the side of the hollow cover plate; Step 6: Repeat steps 1 to 5 to complete the construction of the composite foundation with support plates and anti-pulling crushed stone core piles; Step 7: Arrange lugs on the top of the force transmission frame structure; install the force transmission frame structure on the hollow cover plate; Step 8: pouring a permeable concrete layer on the surface of the liquefied soil layer between the support plate anti-pullout gravel core piles; Step 9: Damping connecting beam construction: Inert gas is injected into the damping connecting beam during fabrication; the damping connecting beam is installed between the adjacent transverse sides of the force transmission frame structure and the adjacent longitudinal top of the force transmission frame structure; Step 10. Construction of EPS ecological floating embankment: Pour EPS on top of the permeable concrete layer to form an EPS floating embankment layer; arrange horizontal drainage holes in the EPS floating embankment layer, and arrange ecological bags on top of the horizontal drainage holes.

2. The method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer according to claim 1, characterized in that: In step one, the bottom of the liquefied soil layer is the bearing layer; a large steel pipe is sunk and driven at a preset position in the liquefied soil layer, with the bottom of the large steel pipe inserted in the bearing layer; the top of the large steel pipe extends out of the liquefied soil layer; multi-diameter and multi-branch branch plate expansion holes are drilled in the bearing layer; the anchor rod and the pile foundation steel cage are fixedly connected to form a whole through multiple sets of shear keys and inserted into the branch plate expansion holes; the top of the anchor rod extends out of the pile foundation steel cage; concrete is poured into the branch plate expansion holes to form branch plate pull-out piles.

3. The method for constructing a liquefied soil layer ecological earthquake-resistant floating embankment according to claim 1, characterized in that: In step 2, plain concrete is poured at the junction of the top of the support plate pull-out pile and the bottom of the large steel pipe to form a transition cushion layer; barbs are welded on the side wall of the extended section of the anchor rod, and the top of the anchor rod is welded with an extended section of the anchor rod.

4. The method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer according to claim 1, characterized in that: In step three, a small steel pipe is inserted into the large steel pipe along the axis of the anchor rod, and the bottom of the small steel pipe is inserted into the transition cushion layer; concrete is poured into the space formed by the small steel pipe and the anchor rod to form a core pile, and the top of the core pile extends out of the top of the liquefied soil layer.

5. The method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer according to claim 1, characterized in that: In step 4, graded gravel is poured in the space enclosed by the core pile and the large steel pipe, and the large steel pipe is pulled up by vibration while the graded gravel is poured; the top of the gravel is flush with the top of the core pile to form a sunken gravel pile; after the large steel pipe is pulled out, the anchor rod is welded for the second time at the top of the first extended anchor rod.

6. The method for constructing an ecological earthquake-resistant floating embankment of liquefied soil layer according to claim 1, characterized in that: In step six, the branch plate pull-out resistant gravel core piles include branch plate pull-out resistant piles, transition cushions, core piles, anchor rods, pipe-sunk gravel piles and hollow cover plates from bottom to top. The branch plate pull-out resistant gravel core piles and the surrounding liquefied soil layer form a branch plate pull-out resistant gravel core pile composite foundation.

7. The method for constructing a liquefied soil ecological earthquake-resistant floating embankment according to claim 1, characterized in that: In step seven, a support is welded to the bottom of the force transmission frame structure, and the force transmission frame structure is fixed to the hollow cover plate by bolts and the support; a connecting truss is welded inside the force transmission frame structure, and the connecting truss is symmetrically arranged along the axis of the anchor rod; a stopper is welded at the contact between the connecting truss and the anchor rod, and the anchor rods at both ends of the stopper are welded with a stop hook; when the force transmission frame structure moves up and down, the stopper moves up and down within the limit between the stop hooks.

8. The method for constructing a liquefied soil ecological earthquake-resistant floating embankment according to claim 1, characterized in that: In step eight, geotextiles are evenly distributed on the surface of the liquefied soil layer between the support plate anti-pullout gravel core piles, and steel wire grids are installed at the ear plates between the sides of the hollow cover plate; permeable concrete is poured on the surface of the liquefied soil layer to the top of the hollow cover plate to form a permeable concrete layer.

9. The method for constructing a liquefied soil ecological earthquake-resistant floating embankment according to claim 1, characterized in that: In step nine, the damping connecting beam includes a transverse damping connecting beam and a longitudinal damping connecting beam, and the transverse damping connecting beam and the longitudinal damping connecting beam have the same structure; the damping connecting beam includes a hollow steel round beam, a solid gravity round beam, a damping cable, a sealed end and a welded tie plate; the upper and lower parts of the hollow steel round beam are symmetrical; the upper hollow steel round beam is provided with a damping cable inside and an opening and a lifting lug outside; the opening includes a nozzle and a seal; the upper hollow steel round beam and the solid gravity round beam are connected by a damping cable The upper hollow steel round beam and the lower hollow steel round beam are seal-welded; both ends of the hollow steel round beam are sealed to form sealed ends; multiple welded plates are installed and welded on both sides of the hollow steel round beam; inert gas is injected into the hollow steel round beam through the injection port, and the other end is sealed with a cover; the transverse damping connecting beam is installed between the adjacent transverse sides of the force transmission frame structure through the welded plate; the longitudinal damping connecting beam is fixedly installed between the adjacent longitudinal tops of the force transmission frame structure through the bracket.

10. The method for constructing a liquefied soil ecological earthquake-resistant floating embankment according to claim 1 or claim 9, characterized in that: In step ten, multiple steel wire grilles are evenly distributed on the top of the longitudinal damping connecting beam, and the steel wire grilles and the ear plates on the top of the force transmission frame structure are fixedly connected by tie bars; when the EPS floating embankment layer is poured, horizontal drainage holes are pre-arranged in the EPS floating embankment layer, and multiple vertical anti-blocking water-permeable holes are evenly distributed along the axis direction of the horizontal drainage holes, and grooves are set around the tops of the vertical anti-blocking water-permeable holes to form a drainage system; various types of ecological bags are arranged in the grooves, and salt-resistant flowers, plants and small trees are planted to form an ecological green belt.

Images