CN111926801A - Sand-free large-hole concrete hollow pipe pile composite foundation treatment construction method - Google Patents
Sand-free large-hole concrete hollow pipe pile composite foundation treatment construction method Download PDFInfo
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- CN111926801A CN111926801A CN202010653231.8A CN202010653231A CN111926801A CN 111926801 A CN111926801 A CN 111926801A CN 202010653231 A CN202010653231 A CN 202010653231A CN 111926801 A CN111926801 A CN 111926801A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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Abstract
The invention relates to a sand-free large-hole concrete hollow pipe pile composite foundation treatment construction method, which comprises the following steps: step 1, manufacturing a hollow pipe pile; step 2, leveling the site and lofting the pile position; step 3, the static pile press is in place; step 4, inserting a water-permeable blind pipe into the pipe pile and filling broken stones; step 5, constructing a permeable concrete pile cap at the top of the tubular pile; step 6, paving a broken stone cushion layer and a double-layer bidirectional steel-plastic geogrid; the utility model discloses a tubular pile, including the installation disc, the ring channel upper end is fixed with the multistage stopper, leave the interval between the adjacent stopper and form the open slot, two lower extremes of installation disc are fixed with the grafting piece of pegging graft in the open slot, grafting piece lower extreme vertical fixation has the butt piece. The invention has the effects of facilitating the quick connection of the tubular piles and improving the construction efficiency.
Description
Technical Field
The invention relates to the technical field of soft soil foundation construction, in particular to a sand-free large-hole concrete hollow pipe pile composite foundation treatment construction method.
Background
At present, the characteristics of low strength, high water content, high compressibility and the like of soft land genes become one of key factors influencing construction cost, construction period and construction quality in highway subgrade construction.
The existing soft soil foundation treatment method mostly adopts preloading, drainage consolidation of plastic drainage plates, cement mixing piles and the like, when the cement mixing piles are statically pressed into soil, the pile bodies are spliced in a sectional mode, generally, a first pile body is required to be inserted into the soil, the upper end of the first pile body exceeds the ground by about 1 meter, after a second pile body is aligned to the first pile body, a worker is required to weld the joint of the first pile body, usually, the joint strength between the pile bodies is ensured, the worker is required to fully weld the joint, the required welding time is longer, and the construction efficiency is influenced to a certain extent.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a sand-free large-hole concrete hollow pipe pile composite foundation treatment construction method which has the effects of facilitating the quick connection of pipe piles and improving the construction efficiency.
The above object of the present invention is achieved by the following technical solutions:
a construction method for processing a sand-free macroporous concrete hollow tubular pile composite foundation comprises the following steps:
step 1, manufacturing a hollow pipe pile;
step 2, leveling the site and lofting the pile position;
step 4, inserting a water-permeable blind pipe into the pipe pile and filling broken stones;
step 6, paving a broken stone cushion layer and a double-layer bidirectional steel-plastic geogrid;
step 8, inserting a grouting steel pipe into the water-permeable blind pipe while pulling the water-permeable blind pipe;
the utility model discloses a supporting structure of a tubular pile, including mounting disc, ring channel, butt piece, installation disc, mounting disc lower extreme, upper end coaxial solidification have the mounting disc one, the ring channel of intercommunication mounting disc upper end is seted up to a mounting disc inner wall, just the ring channel upper end is fixed with the multistage stopper, leaves the interval between the adjacent stopper and forms the open slot, two lower extremes of mounting disc are fixed with the grafting piece of pegging graft in the open slot, grafting piece lower extreme vertical fixation has the butt piece, the mounting disc rotates the in-process in the two directions, butt piece butt in the stopper lower extreme.
Through adopting above-mentioned technical scheme, during the pile pressing, in first tubular pile static pressure to soil earlier, recycle static pressure stake machine with second tubular pile butt joint to on first tubular pile, and make the grafting piece on its mounting disc two peg graft in mounting disc one along the open slot, order about second tubular pile again and rotate, order about the grafting piece and rotate to the ring channel in, and the lower extreme butt of upper end and stopper, realize the axis displacement restriction between the adjacent tubular pile, order about the stable connection in an organic whole of adjacent tubular pile, greatly make things convenient for the connection between the tubular pile, the effect that has the improvement efficiency of construction.
The present invention in a preferred example may be further configured to: the mounting groove has been seted up to the diapire of open slot, vertical grafting has the installation piece in the mounting groove, be provided with compression spring between installation piece lower extreme and the mounting groove diapire, under the initial condition, the installation piece part is in the mounting groove internal portion and surpasss the ring channel diapire.
Through adopting above-mentioned technical scheme, when mounting disc two is pegged graft in mounting disc one, the butt piece orders about the installation piece and hides completely in the mounting groove, orders about mounting disc two again and rotates the back, and the butt piece cunning moves to the stopper below and keeps away from the installation piece, and the installation piece is under compression spring's elastic action, and part auto-eject is to the ring channel in to can prevent that the butt piece from rotating completely to the open slot in, make it can guarantee the connection stability between the adjacent tubular pile.
The present invention in a preferred example may be further configured to: one end of the compression spring is welded on the mounting block, and when the concrete of the tubular pile is not solidified, the other end of the compression spring is inserted into the concrete.
Through adopting above-mentioned technical scheme, weld compression spring on the installation piece earlier, directly peg graft the installation piece in the mounting groove again, make its compression spring other end and concrete solidify into an organic whole, the installation work of easy to assemble piece and compression spring.
The present invention in a preferred example may be further configured to: the tubular pile comprises the following components in parts by weight: cement 410kg m31650kg/m gravel313.8kg/m of water reducing agent3Rubber powder 9kg/m3115kg/m of water3Basalt fiber 0.7kg/m3。
Through adopting above-mentioned technical scheme, basalt fiber can give the hole of tubular pile body great, when making its tubular pile static pressure to soil in, the inside water of soil can permeate to the tubular pile in, can discharge the water of soil on the one hand, and on the other hand also can reduce the resistance that receives when the tubular pile pushes down, makes things convenient for the static pressure work of tubular pile.
The present invention in a preferred example may be further configured to: in the step 3, the perpendicularity deviation of the lowermost pipe pile in each direction is less than or equal to 0.6%, and the perpendicularity of the pile extension is less than or equal to 1.5%.
Through adopting above-mentioned technical scheme, improve the bearing holding power of tubular pile.
The present invention in a preferred example may be further configured to: and 6, installing a settlement plate before constructing the gravel cushion, wherein the settlement plate is generally arranged at 3 parts of each section of the roadbed in the cross section direction, and each section is 30 m.
The present invention in a preferred example may be further configured to: step 6, paving a 1 st layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving a lower-layer bidirectional steel-plastic grating; and then paving a 2 nd layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving an upper layer of bidirectional geotechnical plastic steel fiber.
The present invention in a preferred example may be further configured to: in the step 9, the cement slurry is stirred on site, the main raw materials comprise cement, an additive and water, and the mass ratio of the water to the cement to the additive is 1.5-2.5.
In summary, the invention includes at least one of the following beneficial technical effects:
1. when adjacent tubular piles are connected, the insertion blocks on the second mounting disc are inserted into the first limiting disc along the open grooves, then the mounting disc is driven to rotate in the circumferential direction, the abutting blocks abut against the lower portions of the limiting blocks, axial displacement limiting between the adjacent tubular piles is achieved, connection work of the adjacent tubular piles is facilitated, and therefore the effect of improving construction efficiency is achieved;
2. utilize compression spring to order about installation piece vertical displacement in the mounting groove, make its butt piece be in the stopper under the back, can give the butt piece and play limiting displacement, prevent that the butt piece from sliding to the open slot completely to guarantee that the butt piece is under the stopper all the time, guarantee the stability of connecting between the adjacent tubular pile.
Drawings
Fig. 1 is a schematic view of the structure of the foundation in the present application.
Fig. 2 is a partial structural view of the tube pile in fig. 1.
Fig. 3 is a schematic partial cross-sectional view of the first mounting plate of fig. 2.
Reference numerals: 1. a tubular pile; 2. a geogrid; 3. a gravel cushion layer; 4. pile caps; 5. mounting a first disc; 6. mounting a second plate; 7. an annular groove; 8. a limiting block; 9. an insertion block; 10. a butting block; 11. an open slot; 12. mounting grooves; 13. mounting blocks; 14. compressing the spring.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1, the invention discloses a processing construction method for a sand-free macroporous concrete hollow pipe pile composite foundation, which comprises the following steps:
step 1, preparation of construction
1. And the field entering conditions of on-site machinery, materials, measuring instruments and the like are checked before construction, so that the construction machinery and the materials can be ensured to arrive at the field in time.
2. The construction road is smooth, and the gravel for construction is guaranteed to be conveyed in place.
3. And checking the distribution and treatment conditions of underground and overground obstacles in the construction site and the adjacent area.
Step 2, manufacturing the hollow pipe pile 1
1. Design of mix proportion
The high-strength permeable fiber sand-free macroporous concrete is prepared by controlling the water cement ratio to be 0.26 in the traditional preparation of the sand-free macroporous concrete, and adding rubber powder accounting for 2.2 percent of the mass of cement to improve the strength of the concrete hollow pipe pile 1. The aggregate is 10-20 mm single-grain crushed stone, the water reducing rate of the water reducing agent is 26%, the compressive strength ratio at 7d is 150%, the compressive strength ratio at 28d is 114%, and the bleeding rate ratio is 41%. The mixing amount of the additive is 3.4 percent of the mass of the cement. And the water permeability of the water permeable tubular pile 1 and the addition amount of basalt fibers are determined according to the water content of the soft soil foundation, so that the high-strength water permeable fiber sand-free macroporous concrete hollow tubular pile 1 is guaranteed to have the structural characteristics of small pores and large porosity, and the filtering and water permeability performance is improved. The formulation is shown in the following table:
2. determining the diameter and section of the tubular pile 1
According to the characteristics of pervious concrete, the tubular pile 1 with the diameter of 400mm, the wall thickness of 70mm and the segment length of 400cm is selected in consideration of the prefabrication, moving and transporting, static pressure of the tubular pile 1 and the mechanical conditions of compression resistance, bending resistance, shearing resistance and the like in the working state.
3. Design reinforcement and framework manufacture
The reinforcing rate of the high-strength permeable fiber sand-free macroporous concrete pipe pile 1 is selected to be 1.2% by comprehensively considering the influence factors such as the cross section of the pipe pile 1, the static pressure of a static pressure pile, the horizontal shearing force and the bending tension of a soil body and the like. The main reinforcement is 8 phi 12HRB400 steel reinforcement, the reinforcing rib is phi 16HRB400 steel reinforcement, and the spiral reinforcement is phi b5 cold-drawn low-carbon steel wire.
The manufacturing process of the framework comprises the following steps: manufacturing a main rib, manufacturing a reinforcing rib, preparing spiral ribs, preparing a framework jig → installing the reinforcing rib → installing and welding the main rib → installing and welding the spiral rib.
4. Formwork assembly
The template is made of high-quality steel templates, the number of the templates of each tubular pile 1 is at most 1, two tubular piles cannot be assembled, the template is formed by combining 2 semicircular steel templates, and the inner wall of the template is smooth and has no burrs. The assembling process of the template comprises the steps of coating a release agent on the inner mold of the template → installing the steel bar framework into the half mold → installing a protective layer cushion block → combining 2 half molds → arranging a cloth cover.
5. Suspension roll process forming
The principle of the suspension roll process is that a speed regulating motor drives a pipe die to rotate through a suspension roll shaft, concrete fed into the pipe die also rotates along with the pipe die under the action of centrifugal force, and after the thickness of a concrete material fed into the pipe die exceeds the height of a check ring, the pipe wall concrete passing through the vertical upper part of the suspension roll shaft is subjected to the roll pressure of the suspension roll shaft, and is densely formed under the combined action of the suspension roll shaft and the inner wall of the pipe die. The suspension roll process is suitable for manufacturing dry concrete pipes, and the pervious concrete is just suitable for suspension roll forming.
Before the water-permeable tubular pile 1 is formed by the overhang roll, the reinforcing steel bar framework is fixedly checked, feeding is slowly and continuously carried out, and the roll forming is carried out while feeding. And (3) forming a static roller after rolling, wherein the forming time of the static roller is about 4min, the static roller is stopped slowly after finishing rolling, and the pipe die is kept not to shake on a roller shaft during stopping.
Referring to fig. 2 and 3: 6. mounting of mounting plate I5 and mounting plate II 6
The first mounting plate 5 and the second mounting plate 6 are respectively fixed at two ends of the tubular pile 1, so that the first mounting plate 5, the second mounting plate 6 and the tubular pile 1 are solidified into a whole. The inner diameter and the outer diameter of the first mounting disc 5 and the second mounting disc 6 are the same as those of the tubular pile 1, and when the tubular pile 1 is in a vertical state, the first mounting disc 5 and the second mounting disc 6 are respectively positioned at the upper end and the lower end of the tubular pile 1; wherein, the lower extreme of the tubular pile 1 at the bottom is the closed tip setting, is convenient for static pressure the tubular pile 1 to the soil.
An annular groove 7 is formed in the inner wall of the first mounting disc 5, two limiting blocks 8 are fixed to the upper end of the annular groove 7 along the circumferential direction of the annular groove, an open groove 11 is formed by a gap between the two limiting blocks 8, an inserting block 9 is vertically fixed to the lower end of the second mounting disc 6, and the length of the inserting block 9 is 0.9 times that of the open groove 11; the outer wall of the lower end of the abutting block 10 is vertically fixed with the abutting block 10; the longitudinal sections of the abutting block 10 and the inserting block 9 are L-shaped, and the abutting block 10 can rotate along the circumferential direction of the annular groove 7, so that the abutting block 10 is completely hidden under the limiting block 8, and the upper end of the abutting block 10 is abutted to the lower end of the limiting block 8.
Wherein, the first mounting plate 5 and the second mounting plate 6 are both made of steel materials. The mounting groove 12 that runs through the upper and lower side of mounting disc 5 is seted up to the diapire of open slot 11, and the interpolation has installation piece 13 in installation groove 12, and the welding of installation piece 13 lower extreme has compression spring 14, and compression spring 14's the other end stretches into in installation groove 12 to solidify in an organic whole with tubular pile 1. The depth of the mounting groove 12 is larger than the height of the mounting block 13, and the mounting block 13 is driven to be partially positioned in the mounting groove 12 and partially positioned in the annular groove 7 in the initial state of the compression spring 14, so that the circumferential rotation of the abutting block 10 is positioned.
The compression spring 14 is connected with the tubular pile 1, when the concrete of the tubular pile 1 is not solidified, one end of the compression spring 14 is inserted into the concrete of the tubular pile 1, and after the tubular pile 1 is solidified, the compression spring 14 and the tubular pile 1 are solidified into a whole.
7. Maintenance of tubular pile 1
In order to improve the strength of the pervious concrete pipe pile 1 as much as possible, steam curing is adopted. The curing temperature should be kept at (70 +/-10) DEG C, and the curing time is more than or equal to 8 h.
The construction can comprehensively check the leveling and compacting conditions of the site, and remove sundries and floating soil on the surface. According to the elevation of a pile foundation, cleaning and leveling an original ground surface within a field range to form a bidirectional cross slope with the gradient of 1-2%; and then compacting for 2-3 times by using a 6-8 t light road roller so as to facilitate the installation, moving and transportation of the pipe pressing machine and the construction of the pipe pile 1.
And (3) determining a pile position by using a total station, marking the circular mark of the pile position by using slaked lime, driving a small timber pile into the circle center position, and paying attention to protection. The pile position deviation of the construction lofting is less than or equal to 3 cm.
Step 4, the static pile machine is in place
The construction of the high-strength permeable fiber sand-free macroporous concrete hollow pipe pile 1 adopts a YZY120 type holding-pressing static pile press, the total weight of the pile press is 120t, the rated power is 22kW, the rated pile pressing force is 1200kN, the pile pressing speed is 1.0-3.0 m/min, and the one-time pile pressing stroke is 150 cm.
The pile driver should be roughly leveled after being in place. And (3) lifting the 1 st section of pile with the pile tip installed, lifting the pile to a pile clamping device, feeding the pile into the pile clamping device, slowly lowering the pile to a position where the pile tip is 30-50 cm away from the ground, lifting the pile clamping device to the pile top, clamping the pile, and vertically centering the pile by moving or adjusting the pile driver.
After the pile tip is inserted into the pile position, pile pressing is started, the inclination condition of the pile body is observed by a theodolite at any time, and the verticality deviation of the 1 st section of the pipe pile 1 is less than or equal to 0.6 percent, and the verticality of pile splicing is less than or equal to 1.5 percent. The pile pressing speed is controlled to be about 1.5 m/min.
And (3) pile splicing can be carried out when the pile top of the lower section of tubular pile 1 is about 100cm away from the ground. And the inserting block 9 of the second mounting plate 6 is driven to be inserted into the open slot 11, and then the second section of tubular pile 1 is driven to rotate in the circumferential direction, and the abutting block 10 is driven to be completely hidden under the limiting block 8, so that the connection of the adjacent tubular piles 1 is realized.
The driving depth should be continuously recorded during pile pressing, and pile pressing is stopped when the designed pile bottom elevation is reached. If the pile head is higher than the designed top elevation, the redundant pile body is cut off, and the elevation deviation of the pile top after the pile head is cut off is +/-5 mm.
Step 6, inserting a water-permeable blind pipe into the tubular pile 1 and filling broken stones
After the pile pressing is finished, the water-permeable blind pipe is inserted into the inner cavity of the tubular pile 1, the insertion depth is strictly controlled, and the distance between the bottom of the water-permeable blind pipe and the pile bottom is within (80 +/-10) cm, so that smooth drainage is ensured. The water-permeable blind pipe should be located at the center of the inner cavity of the tubular pile 1 as much as possible.
After the water-permeable blind pipe is inserted, the broken stone can be poured into the pile core, the broken stone can be continuous graded broken stone or single-grain broken stone, the strength index of the broken stone has no strict requirement, but the mud content, the dust content and the mud block content of the broken stone are strictly controlled, the broken stone is completely observed by eyes, no mud block and dust exist, and the detected mud content is less than 3%.
And after pile pressing is finished, the elevation of the pile top is lower than the leveling elevation by 20cm, after pile foundation construction is finished, excavating and renovating a pile cap 4 soil mold on the pile top according to the size of the pile cap 4, and pouring pervious concrete after placing a reinforcing mesh. The strength rating of the pervious concrete pile cap 4 is C15. The allowable deviations of the axis deviation, the plane size, the cap top elevation and the like of the pervious concrete pile cap 4 are +/-15, +/-30 and +/-20 mm respectively. After the construction is finished, the site is checked to be in line with the requirement, the phenomenon of less beating and missing is prevented, and the pile cap 4 is maintained.
Step 8, paving a gravel cushion layer 3 and a double-layer bidirectional steel-plastic geogrid 2
Before the construction of the broken stone cushion layer 3, a settlement plate is arranged according to the requirements of design drawings, the settlement plate is generally arranged at 3 parts of each section of the cross section of the roadbed along the cross section direction, each section is 30m, and settlement pipes on the settlement plate are timely lengthened according to the soil filling condition.
The broken stones for the cushion layer are required to be clean and have no mud blocks, and the mud content or the dust content is less than or equal to 3 percent. The standard value N of the two-way tension force of the steel-plastic geogrid 2 is more than 80kN/m, and the elongation is less than 10%.
Paving a 1 st layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving a lower-layer bidirectional steel-plastic grating; and then paving a 2 nd layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving an upper layer of bidirectional geotechnical plastic steel fiber.
The soft foundation treatment technology has low requirement on the speed of roadbed filling, can organize roadbed soil filling construction according to the construction speed of a normal road section, and well controls the compaction degree in the construction process to enable the compaction degree to reach the design requirement. The water in the soil foundation permeates into the inner cavity of the concrete pipe through the compaction effect of the pile body on the soil foundation, the self-loading compaction of the roadbed soil and the like, and then the water in the soft soil is discharged out of the range of the roadbed through the water-permeable blind pipes arranged in the tubular pile 1 and the inner cavity, so that the soil foundation achieves the rapid consolidation effect.
And after the subgrade settlement tends to be stable, inserting a grouting steel pipe into the permeable blind pipe, wherein the diameter of the grouting steel pipe is 1-2 mm smaller than that of the permeable blind pipe, and pulling out the permeable blind pipe.
Step 11, grouting and reinforcing construction of tubular pile 1
The cement slurry is prepared on site by mixing the main raw materials of cement, an additive and water, wherein the mass ratio of the water to the cement and the additive is 1.5-2.5. And (3) injecting cement slurry into the gravel layer of the tubular pile 1 through the grouting steel pipe in a high-pressure grouting mode, wherein the cement slurry gradually fills gaps among the gravel and the tubular pile 1, and natural maintenance is performed after grouting is finished, wherein the maintenance time is not less than 14 days in summer and not less than 21 days in winter. The finally formed cement consolidation body can greatly improve the bearing capacity of the composite foundation and reduce the settlement after construction.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. A construction method for processing a sand-free macroporous concrete hollow tubular pile composite foundation comprises the following steps:
step 1, manufacturing a hollow pipe pile (1);
step 2, leveling the site and lofting the pile position;
step 3, a static pile machine is put in place, the pipe pile (1) is subjected to static pressure soil penetration, and pile splicing work is carried out at the same time;
step 4, inserting a water-permeable blind pipe into the pipe pile (1) and filling broken stones;
step 5, constructing a pervious concrete pile cap (4) at the top of the tubular pile (1);
step 6, paving a gravel cushion layer (3) and a double-layer bidirectional steel-plastic geogrid (2);
step 7, draining and solidifying the soft soil foundation;
step 8, inserting a grouting steel pipe into the water-permeable blind pipe while pulling the water-permeable blind pipe;
step 9, grouting and reinforcing the tubular pile (1);
the method is characterized in that: the utility model discloses a supporting structure of a tubular pile, including the most below tubular pile (1) lower extreme, the coaxial mounting disc (5) of congealing in upper end, the coaxial mounting disc two (6) of congealing in all the other tubular pile (1) lower extreme, the coaxial mounting disc (5) of congealing in upper end, ring channel (7) of intercommunication mounting disc (5) upper end have been seted up to mounting disc (5) inner wall, just ring channel (7) upper end is fixed with multistage stopper (8), leaves the interval between adjacent stopper (8) and forms open slot (11), mounting disc two (6) lower extreme is fixed with plug-in block (9) of pegging graft in open slot (11), plug-in block (9) lower extreme vertical fixation has butt piece (10), two (6) circumferential direction in-process of mounting disc, butt piece (10) butt in stopper (8) lower extreme.
2. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: the mounting groove (12) has been seted up to the diapire of open slot (11), vertical grafting has installation piece (13) in installation groove (12), be provided with compression spring (14) between installation piece (13) lower extreme and installation groove (12) diapire, under the initial condition, installation piece (13) part is in installation groove (12) inside part and surpasss ring channel (7) diapire.
3. The composite foundation treatment construction method of the sand-free macroporous concrete hollow pipe pile (1) according to claim 2, which is characterized in that: one end of the compression spring (14) is welded on the mounting block (13), and when the concrete of the tubular pile (1) is not solidified, the other end of the compression spring (14) is inserted into the concrete.
4. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: carrying out fruit bearing and bearing double-row high-yield transformation on the high-yield high.
5. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: in the step 3, the perpendicularity deviation of the lowermost pipe pile (1) in each direction is less than or equal to 0.6 percent, and the perpendicularity of pile splicing is less than or equal to 1.5 percent.
6. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: and 6, installing a settlement plate before constructing the gravel cushion (3), wherein the settlement plate is generally arranged at 3 parts of each section of the roadbed in the cross section direction, and each section is 30 m.
7. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: step 6, paving a 1 st layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving a lower-layer bidirectional steel-plastic grating; and then paving a 2 nd layer of broken stone with the thickness of 20cm, compacting for 2 times by using a 6-8 t light road roller, and paving an upper layer of bidirectional geotechnical plastic steel fiber.
8. The sand-free macroporous concrete hollow tubular pile composite foundation treatment construction method according to claim 1, characterized in that: in the step 9, the cement slurry is stirred on site, the main raw materials comprise cement, an additive and water, and the mass ratio of the water to the cement to the additive is 1.5-2.5.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113073631A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
| CN113073632A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | High-strength water-permeable fiber sand-free macroporous concrete pipe pile and construction method |
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| CN104131555A (en) * | 2014-07-21 | 2014-11-05 | 冠鲁建设股份有限公司 | Covered water-permeable reinforced concrete pipe gravel grouting pile and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113073631A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
| CN113073632A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | High-strength water-permeable fiber sand-free macroporous concrete pipe pile and construction method |
| CN113073631B (en) * | 2021-04-13 | 2022-07-05 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
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Application publication date: 20201113 |