CN106948340B - A kind of construction method of the Manual excavated pile structure of high polymer grouting protection - Google Patents
A kind of construction method of the Manual excavated pile structure of high polymer grouting protection Download PDFInfo
- Publication number
- CN106948340B CN106948340B CN201710213738.XA CN201710213738A CN106948340B CN 106948340 B CN106948340 B CN 106948340B CN 201710213738 A CN201710213738 A CN 201710213738A CN 106948340 B CN106948340 B CN 106948340B
- Authority
- CN
- China
- Prior art keywords
- grouting
- waterproof
- polymer
- reinforcement
- construction
- Prior art date
Links
- 229920000642 polymers Polymers 0.000 title claims abstract description 75
- 238000010276 construction Methods 0.000 title claims abstract description 65
- 239000010410 layers Substances 0.000 claims abstract description 50
- 230000002787 reinforcement Effects 0.000 claims abstract description 49
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims abstract description 26
- 235000015450 Tilia cordata Nutrition 0.000 claims abstract description 26
- 235000011941 Tilia x europaea Nutrition 0.000 claims abstract description 26
- 239000004571 lime Substances 0.000 claims abstract description 26
- 241000581613 Alchemilla arvensis Species 0.000 claims abstract description 19
- 239000004575 stone Substances 0.000 claims abstract description 15
- 239000007788 liquids Substances 0.000 claims abstract description 9
- 239000002002 slurries Substances 0.000 claims description 38
- 238000007569 slipcasting Methods 0.000 claims description 23
- 239000002689 soil Substances 0.000 claims description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 238000000151 deposition Methods 0.000 claims description 12
- 239000004570 mortar (masonry) Substances 0.000 claims description 12
- 239000002994 raw materials Substances 0.000 claims description 12
- 239000011499 joint compounds Substances 0.000 claims description 10
- 238000006243 chemical reactions Methods 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 7
- 238000001764 infiltration Methods 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injections Substances 0.000 claims description 7
- 230000002411 adverse Effects 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 238000005755 formation reactions Methods 0.000 claims description 5
- 238000005056 compaction Methods 0.000 claims description 3
- 230000003068 static Effects 0.000 claims description 3
- 238000005187 foaming Methods 0.000 claims description 2
- 238000009792 diffusion process Methods 0.000 claims 2
- 238000000034 methods Methods 0.000 abstract description 7
- 230000001737 promoting Effects 0.000 abstract description 2
- 230000002093 peripheral Effects 0.000 abstract 1
- 239000011901 water Substances 0.000 description 13
- 239000000463 materials Substances 0.000 description 8
- 239000004567 concrete Substances 0.000 description 7
- 281999990635 Foundations companies 0.000 description 6
- 238000005516 engineering processes Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000000203 mixtures Substances 0.000 description 3
- 201000004569 blindness Diseases 0.000 description 2
- 239000012141 concentrates Substances 0.000 description 2
- 238000010586 diagrams Methods 0.000 description 2
- 239000002861 polymer materials Substances 0.000 description 2
- 239000002699 waste materials Substances 0.000 description 2
- 280000312338 Pavement companies 0.000 description 1
- 238000004458 analytical methods Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000006757 chemical reactions by type Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000009430 construction management Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000002346 layers by function Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000001376 precipitating Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
Classifications
-
- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
Description
The application be application No. is: 2015108182619, the applying date are as follows: 20151122, denomination of invention are as follows: a kind of artificial Caisson high polymer grouting safeguard structure and its construction method, applicant are as follows: point of the application for a patent for invention of HeFei University of Technology Case application.
Technical field
The invention belongs to civil construction technical field, in particular to artificial digging pile high polymer grouting safeguard structure and its apply Work method.
Background technique
Artificial digging pile refers to that stake holes is to carry out pore-forming using the method for hand digging, and steel reinforcement cage is placed in stake holes, then It is poured concrete pile.The advantages of artificial digging pile:
First is that operating space requirement is small, easy for construction, speed of application is very fast, and simple process does not need heavy mechanical equipment；
Second is that it is stronger compared with the shock resistance of timber and concrete driven pile, compared with impact cone punching, convolution drill hole of drilling machine And the costs such as well foundation are lower, and noiseless etc.；
Third is that artificial digging pile does not generate mud, is conducive to civilized environmental protection construction and reduces the environment influence of surrounding.It is building It builds in construction, when because of site condition and geological conditions limitation, artificial digging pile is become as main form of construction work.
Caisson underground work condition is poor, bad environments, large labor intensity, and some detailed problems are all in practice of construction management It will lead to construction speed delay, construction quality and safety cannot be guaranteed.It should be noted that following three points in manual digging pile construction: First is that when digging about one meter deep, it is necessary to be poured plan analysis.Except earth's surface pier position surrounding dig intercepting ditch in addition to, also answer device to hole The water being inside easily discharged out of the hole properly is drained far from stake holes；Second is that such as several stake holes are only a small amount of to seep in poured pile base concrete Water should take measures to be perfused simultaneously, in order to avoid concentrate a hole more difficult in water.If porous amount is big, pouring quality is influenced, It should then concentrate and draw water in a hole, reduce other each hole water levels, suction eye finally uses Placement of Underwater Concrete for Casting；Third is that borehole After reaching designed elevation, bottom hole processing should be carried out, it is necessary to accomplish it is smooth, without soft formations such as loose slag, sludge and precipitatings.
In the prior art, the existing main problem of the borehole construction of artificial digging pile includes:
One, when retaining wall takes power consumption；When artificial digging pile cutting depth often reaches 1.0m, it is intended to using not less than pile body coagulation The concrete of native intensity carries out retaining wall, and reaching intensity requirement rear to retaining wall can proceed with borehole construction, and process is cumbersome, needs Material working tool amount is big, and worker's amount of labour is big, and it is inconvenient that transport of materials is stacked, and material consumption is larger, results in long in time limit, and increases Project cost.
Two, working security is poor；Work as rich groundwater, when foundation soil is infiltration coefficient biggish soil layer, if cannot bear Water, earth lateral pressure take dewatering measure not in time, infiltration easily occur, gush mud phenomenon, cause hole wall collapse；Due in stake holes More water, humidity, and construction surface is relatively narrow, if breakage etc. occurs in the electric wire of the ventilation equipment used, lighting apparatus, easily gets an electric shock Accident.
Three, bottom hole ponding；Due to the multiple pile foundations of requirement of engineering, after the completion of the borehole construction of an artificial digging pile, It tends not to carry out pile body in time to fill, needs to wait for borehole construction and be fully completed just can be carried out pile body and filling, therefore bottom hole is easy Ponding occurs, also to carry out operation of drawing water when pile body fills again, influence construction quality and construction speed.
High polymer grouting is the foundation rapid reinforcement technology to grow up the 1970s.The technology is by ground Multiple groups part high polymer material, rapid spatial expansion and cured spy after chemically reacting using high polymer material are injected in base Property, achieve the purpose that consolidated subsoil, fill and come to nothing or promoted floor.Currently, the production and application range of high polymer grouting material It is expanding rapidly and is promoting, high polymer grouting technology plays more and more important in the development of national economy every field Effect is mainly used in foundation stabilization and the road maintenance of industry and civil buildings, especially minimally invasive in subgrade and pavement in recent years Good application has been obtained in maintenance and reparation.Currently, the domestic phase that yet there are no artificial digging pile high polymer grouting guard technology Close report.
Summary of the invention
The present invention is to provide a kind of simple process, operability to avoid above-mentioned existing deficiencies in the technology The construction method of the Manual excavated pile structure of strong high polymer grouting protection, by fulfiling waterproof and shield in work progress ahead of schedule Wall work, improves caisson underground work condition, reduces the labor intensity of construction personnel, to improve efficiency, and guarantees artificial The construction quality and construction safety of caisson.
The present invention adopts the following technical scheme that in order to solve the technical problem
The characteristics of artificial digging pile high polymer grouting safeguard structure of the present invention is: setting stake holes hole wall is by high polymer grouting The waterproof support circle of formation；It is configured with the slip casing by pressure ring with guard ring injected hole at the top of waterproof support circle, in waterproof branch The periphery of guard ring is circumferentially intervally distributed with the reinforcement column formed by high polymer grouting；It backbreaks in section in the bottom of stake holes, with stone Grey place mat forms Lime Stabilization layer, and the graded broken stone that paves on Lime Stabilization layer forms breakstone water-proof layer, in the breakstone water-proof Slip casing by pressure plate is fixedly mounted by expansion bolt in the top surface of layer, offers bottom injected hole on the slip casing by pressure plate, leads to The high polymer grouting liquid for crossing the injection of bottom injected hole permeates in the gap of graded broken stone, and expansion curing forms waterproof bottom plate.
The characteristics of artificial digging pile high polymer grouting safeguard structure of the present invention, lies also in:
The waterproof support circle with a thickness of 4~10cm；The reinforcement column be in the periphery 60 of waterproof support circle~ At the position of 100cm.
The Lime Stabilization layer with a thickness of 20~30cm, the breakstone water-proof layer with a thickness of 35~50cm.
The characteristics of construction method of artificial digging pile high polymer grouting safeguard structure of the present invention is to carry out as follows:
Step 1: the prefabricated guard ring steel pipe of caisson drilling diameter is pressed, by the protection on the position coaxial with caisson Circle steel pipe merogenesis gradually vibrates or static pressure is sunk in soil, in embedded depth 80~100cm bigger than artificial digging pile projected depth, The formation of guard ring steel pipe is removed with a thickness of the toroidal cavity of 4~10cm, toroidal cavity, the pressure are blocked up using slip casing by pressure ring seal Slip casting ring counterweight fixes on the ground, and each guard ring injected hole is arranged with the interval of 30~50cm on the slip casing by pressure ring, Guard ring Grouting Pipe is separately connected on each guard ring injected hole, the other end of each guard ring Grouting Pipe is connected with slip casting linker Logical, the top center of the slip casting linker is provided with grouting port, injects height into the toroidal cavity by the grouting port Polymers slurry；
Step 2: vertical using drilling machine at the periphery of guard ring steel pipe, the position of 60~100cm of distance protection circle steel pipe Construction reinforcement injected hole, the spacing of the reinforcement injected hole is 40~60cm, if containing loose soil bed, drifting sand layer or high compression Property mud adverse geological condition, reinforcement slip casting hole depth be not less than caisson projected depth, on the contrary then depth not less than digging The 2/3 of hole stake projected depth, is blocked in reinforcement injected hole top surface using slip casing by pressure orifice plate, the slip casing by pressure orifice plate is matched Fix on the ground again, in the central through hole of slip casing by pressure orifice plate be placed in reinforced opening Grouting Pipe, by reinforced opening Grouting Pipe to High polymer slurry is injected in the reinforcement injected hole；
Step 3: grouting sequence being determined according to geology survey data, if containing loose soil bed, drifting sand layer or high-compressibility The adverse geological condition of mud is then introduced into the mortar depositing construction that step 4 carries out reinforcement injected hole, enters back into step 5 and prevented Water support circle mortar depositing construction；It is on the contrary then be introduced into step 5 carry out waterproof support circle mortar depositing construction, enter back into step 4 carry out reinforcement Injected hole mortar depositing construction；
Step 4: high polymer grouting being carried out by reinforcement Grouting Pipe, injection slurry expands rapidly reaction, spreads around Until being fully filled with reinforcement injected hole and its surrounding soil gap, and therewith, solidifying and setting forms reinforcement cylinder；
Step 5: high polymer grouting is carried out by guard ring Grouting Pipe and linker, injection slurry expands rapidly reaction, Spread around until being fully filled with toroidal cavity and its surrounding soil gap, therewith solidifying and setting and couple form waterproof supporting Circle clears up slip casting linker after slip casting；
Step 6: borehole is carried out by stake holes projected depth in waterproof support circle, and continues to backbreak downwards in stake holes bottom, It backbreaks when reaching projected depth, drains bottom hole ponding, pave and hand compaction forms Lime Stabilization layer, it is equal on Lime Stabilization layer The even graded broken stone that paves forms breakstone water-proof layer；Slip casing by pressure is fixedly mounted by expansion bolt in the top surface of breakstone water-proof layer Plate offers bottom injected hole on the slip casing by pressure plate, carries out high polymer grouting by bottom injected hole, infuses high polymer Slurry infiltration is in the gap of graded broken stone, expansion curing therewith, forms bottom waterproof bottom plate, and with side wall waterproof support circle structure It is whole at a waterproof cylinder.
The characteristics of construction method of the present invention, lies also in: is determined in single reinforcement injected hole and waterproof support circle as follows The dosage of high polymer slurry, the high polymer slurry refer to the still unreacted slurry being in a liquid state, and are with raw material A and raw material B etc. Volume mixture forms, the mass M of high polymer slurry are as follows:
Wherein, V1For the volume of high polymer slurry used in single reinforcement injected hole or waterproof support circle；
ρ2For the density of raw material A；ρ3For the density of raw material B；ρ1For the hybrid density of high polymer slurry；According to the principle of mass conservation before and after high polymer slurry reaction, have: M=a ρ4V2=ρ1V1；
Wherein, V2For the cavity volume of single injected hole or waterproof support circle, ρ4Density is freely sent out for high polymer slurry；
A is that coefficient is perfused in waterproof, and needing to take a according to different waterproofs is 1.5~4.0；
Then have:
Compared with the prior art, the invention has the advantages that:
1, the hair that setting waterproof support circle imitates and prevents the infiltration of work progress middle hole wall, gushes mud and collapsing phenomenon in the present invention It is raw, while caisson underground work condition is greatly improved, reduce the labor intensity of construction personnel, ensures the smooth of construction The security of the lives and property of progress and construction personnel；
2, for the present invention before not excavating pile foundation, setting reinforcement column in periphery is close to artificial stake periphery formation waterproof support circle, has A possibility that effect has consolidated caisson surrounding soil, reduces soil body local buckling during excavation pile construction, improves waterproof The supporting intensity and waterproof performance of support circle, significantly reduce the risk of construction；
3, the present invention after stake holes bottom is backbreak be arranged breakstone water-proof layer, effectively prevent borehole construction after the completion of, not and Shi Jinhang pile body fill and caused by bottom hole ponding problem, ensure that the construction quality and construction speed that later period pile body fills, pacify It is complete reliable, it is easy to operate.
4, the present invention is the construction carried out earlier than artificial digging pile by the waterproof support circle that high polymer grouting is formed, in advance The waterproof and retaining wall work in work progress are completed, does not need to carry out concrete guard wall again, can directly construct to caisson Designed elevation, eliminates concrete construction and maintenance processes, and simple process is convenient for rapid construction, significantly reduces project cost；
5, grouting amount needed for the present invention can be calculated according to engineering fact, avoids blindness slip casting from resulting in waste of resources, maximum The block-water effect of the guarantee waterproof branch sheath of degree improves the stability in caisson later period, has significant economic benefit and pushes away Wide value；
6, the present invention determines grouting sequence according to whether there is or not unfavorable geologies, breaks and arbitrarily arranges different function in traditional construction The grouting sequence of injected hole, scientific and reasonable completion high polymer grouting construction, has preferably played the effect of each functional layer.
Detailed description of the invention
Fig. 1 is artificial digging pile safeguard structure plan view of the present invention；
Fig. 2 is artificial digging pile safeguard structure perspective view of the present invention；
Fig. 3 is safeguard structure elevational schematic view of the present invention；
Fig. 4 is slip casting linker structural schematic diagram of the present invention；
Fig. 5 is the structural schematic diagram of slip casing by pressure plate of the present invention；
Figure label: 1 waterproof support circle, 2 reinforcement columns, 3 Lime Stabilization layers, 4 breakstone water-proof layers, 5 slip casing by pressure plates, 6 bottoms Portion's injected hole, 7 artificial digging piles, 8 ground, 9 guard ring Grouting Pipes, 10 slip casing by pressure rings, 11 guard ring injected holes, 12 slip castings connect Logical device.
Specific embodiment
Referring to Fig. 1, Fig. 2, Fig. 3, Fig. 4 and Fig. 5, artificial digging pile high polymer grouting safeguard structure is setting in the present embodiment Stake holes hole wall is the waterproof support circle 1 formed by high polymer grouting；Band guard ring slip casting is configured at the top of waterproof support circle 1 The slip casing by pressure ring 10 in hole 11 is circumferentially intervally distributed with the reinforcement formed by high polymer grouting in the periphery of waterproof support circle 1 Column 2；It backbreaks in section in the bottom of stake holes, Lime Stabilization layer 3 is formed with lime place mat, the gradation that paves on Lime Stabilization layer 3 is broken Stone forms breakstone water-proof layer 4, and slip casing by pressure plate 5 is fixedly mounted by expansion bolt in the top surface of breakstone water-proof layer 4, infuses in pressure Bottom injected hole 6 is offered on pulpboard 5, and the sky in graded broken stone is permeated by the high polymer grouting liquid that bottom injected hole 6 injects In gap, and expansion curing forms waterproof bottom plate, and waterproof support circle 1 can effectively prevent the infiltration of work progress middle hole wall, gush mud and collapse The generation for phenomenon of collapsing improves caisson underground work condition；Reinforcement column 2 has effectively consolidated caisson surrounding soil, reduces digging During the pile driving construction of hole a possibility that soil body local buckling, the risk of construction is reduced；In specific implementation, waterproof support circle 1 With a thickness of 4~10cm；Reinforcement column 2 is place at the position of 60~100cm of periphery of waterproof support circle 1；Lime Stabilization layer 3 With a thickness of 20~30cm, breakstone water-proof layer 4 with a thickness of 35~50cm.
As shown in figure 5, slip casing by pressure plate 5 is to splice the round stainless-steel sheet assembled, fan by 4~8 pieces of fanning strips Shape plate with a thickness of 10~15mm, be welded to connect between each fanning strip, fixation hole and bottom injected hole be respectively set in fanning strip 6, expansion bolt passes through fixation hole until 3 or less 60cm depth of Lime Stabilization layer, implements the fixed installation of slip casing by pressure plate 5.
The material of Lime Stabilization layer is to form lime and sandy soil or cohesive soil mix, and the two is uniform in 8 mix of ground After send to bottom hole for constructing, the incorporation of lime is the 5%~7% of Lime Stabilization layer material by weight percentage；High polymer Grout material is non-aqueous reaction class, and water non-sensitive type, two-component foaming body closed-cell materials, grouting pressure is 15~30MPa.
The construction method of artificial digging pile high polymer grouting safeguard structure is to carry out as follows in the present embodiment:
Step 1: the prefabricated guard ring steel pipe of caisson drilling diameter is pressed, by guard ring steel on the position coaxial with caisson Pipe merogenesis gradually vibrates or static pressure is sunk in soil, in embedded depth 80~100cm bigger than 7 projected depth of artificial digging pile, moves Except guard ring steel pipe forms the toroidal cavity with a thickness of 4~10cm, toroidal cavity, slip casing by pressure ring are blocked up using slip casing by pressure ring seal Counterweight fixes on the ground, each guard ring injected hole is arranged with the interval of 30~50cm on slip casing by pressure ring, in each guard ring Guard ring Grouting Pipe 9 is separately connected on injected hole, the other end of each guard ring Grouting Pipe 9 is connected with slip casting linker 12, note The top center of slurry linker 12 is provided with grouting port, and high polymer slurry is injected into toroidal cavity by grouting port.
Step 2: vertical using drilling machine at the periphery of guard ring steel pipe, the position of 60~100cm of distance protection circle steel pipe Construction reinforcement injected hole, the spacing of reinforcement injected hole is 40~60cm, if becoming silted up containing loose soil bed, drifting sand layer or high-compressibility The adverse geological condition of mud layer, reinforcement slip casting hole depth are not less than caisson projected depth, and on the contrary then depth is not less than caisson The 2/3 of projected depth is blocked in reinforcement injected hole top surface using slip casing by pressure orifice plate, and slip casing by pressure orifice plate counterweight is fixed on On ground, reinforced opening Grouting Pipe is placed in the central through hole of slip casing by pressure orifice plate, by reinforced opening Grouting Pipe to reinforcement slip casting High polymer slurry is injected in hole.
The dosage of high polymer slurry in single reinforcement injected hole and waterproof support circle, high polymer slurry are determined as follows It refers to the slurry being in a liquid state not reacted still, is mixed in equal volume with raw material A and raw material B, the mass M of high polymer slurry Are as follows:
Wherein, V1For the volume of high polymer slurry used in single reinforcement injected hole or waterproof support circle；
ρ2For the density of raw material A；ρ3For the density of raw material B；ρ1For the hybrid density of high polymer slurry；According to the principle of mass conservation before and after high polymer slurry reaction, have: M=a ρ4V2=ρ1V1；
Wherein, V2For the cavity volume of single injected hole or waterproof support circle, ρ4Density is freely sent out for high polymer slurry；
A is that coefficient is perfused in waterproof, and needing to take a according to different waterproofs is 1.5~4.0；
Then have:
In construction, grouting amount needed for being calculated according to engineering fact avoids blindness slip casting and results in waste of resources, utmostly Ground ensure that block-water effect, improve the stability in caisson later period.
Step 3: grouting sequence being determined according to geology survey data, if containing loose soil bed, drifting sand layer or high-compressibility The adverse geological condition of mud is then introduced into the mortar depositing construction that step 4 carries out reinforcement injected hole, enters back into step 5 and prevented Water support circle mortar depositing construction；It is on the contrary then be introduced into step 5 carry out waterproof support circle mortar depositing construction, enter back into step 4 carry out reinforcement Injected hole mortar depositing construction.
Step 4: high polymer grouting being carried out by reinforcement Grouting Pipe, injection slurry expands rapidly reaction, spreads around Until being fully filled with reinforcement injected hole and its surrounding soil gap, and therewith, solidifying and setting forms reinforcement cylinder.
Step 5: high polymer grouting is carried out by guard ring Grouting Pipe and linker, injection slurry expands rapidly reaction, Spread around until being fully filled with toroidal cavity and its surrounding soil gap, therewith solidifying and setting and couple form waterproof supporting Circle clears up slip casting linker after slip casting.
Step 6: as shown in Fig. 2, in waterproof support circle 1 by stake holes projected depth carry out borehole, and stake holes bottom after It is continuous to backbreak downwards, it backbreaks when reaching projected depth, drains bottom hole ponding, pave and hand compaction formation is with a thickness of 20~30cm's Lime Stabilization layer 3, the breakstone water-proof layer 4 that the graded broken stone that uniformly paves on Lime Stabilization layer 3 is formed with a thickness of 35~50cm；? Slip casing by pressure plate is fixedly mounted by expansion bolt in the top surface of breakstone water-proof layer 1, and bottom slip casting is offered on slip casing by pressure plate Hole carries out high polymer grouting by bottom injected hole, makes the infiltration of high polymer grouting liquid in the gap of graded broken stone, expands therewith Solidification forms bottom waterproof bottom plate, and constitutes a waterproof entirety with side wall waterproof support circle, guarantees that later period pile body fills with this Construction quality and construction speed.
Claims (4)
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510818261.9A CN105464074B (en) | 2015-11-22 | 2015-11-22 | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method |
| CN201710213738.XA CN106948340B (en) | 2015-11-22 | 2015-11-22 | A kind of construction method of the Manual excavated pile structure of high polymer grouting protection |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710213738.XA CN106948340B (en) | 2015-11-22 | 2015-11-22 | A kind of construction method of the Manual excavated pile structure of high polymer grouting protection |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date | |
|---|---|---|---|---|
| CN201510818261.9A Division CN105464074B (en) | 2015-11-22 | 2015-11-22 | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106948340A CN106948340A (en) | 2017-07-14 |
| CN106948340B true CN106948340B (en) | 2019-02-12 |
Family
ID=55602193
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510818261.9A CN105464074B (en) | 2015-11-22 | 2015-11-22 | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method |
| CN201710213738.XA CN106948340B (en) | 2015-11-22 | 2015-11-22 | A kind of construction method of the Manual excavated pile structure of high polymer grouting protection |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510818261.9A CN105464074B (en) | 2015-11-22 | 2015-11-22 | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (2) | CN105464074B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108239986A (en) * | 2016-12-27 | 2018-07-03 | 张双平 | The small steel pipe dado reinforced construction method of artificial digging pile drift sand formation |
| CN108239985A (en) * | 2016-12-27 | 2018-07-03 | 张双平 | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method |
| CN106988331A (en) * | 2017-05-05 | 2017-07-28 | 上海勘测设计研究院有限公司 | A kind of piling strtucture and pile base construction method suitable for soft soil foundation |
| CN108560540B (en) * | 2018-06-20 | 2020-10-27 | 中国建筑第八工程局有限公司 | Protection method and protection structure for manual hole digging pile argillaceous siltstone geology |
| CN109914397A (en) * | 2019-03-19 | 2019-06-21 | 重庆建筑工程职业学院 | Bridge Pile Foundation Construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04169618A (en) * | 1990-11-01 | 1992-06-17 | Hokukon:Kk | Forming process for foot-fixing section used in pile fixation |
| CN102587361A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Polymer material grouted wedge precast pile technique |
| CN102767173A (en) * | 2012-07-09 | 2012-11-07 | 河海大学 | High polymer material slurry filled discrete material pile composite foundation and construction method thereof |
| CN103215960A (en) * | 2013-04-11 | 2013-07-24 | 河南博特工程防护有限公司 | Grouting method for high polymer vertical support system |
| CN103233468A (en) * | 2013-04-18 | 2013-08-07 | 河南博特工程防护有限公司 | Polymer gravel pile grouting method |
| CN103233473A (en) * | 2013-04-18 | 2013-08-07 | 河南博特工程防护有限公司 | Polymer multi-edge pile grouting method |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1072746C (en) * | 1994-02-26 | 2001-10-10 | 任自放 | Head and side grouting method for cast-in-situ pile |
| JP3256201B2 (en) * | 1999-07-05 | 2002-02-12 | 光生 宮崎 | Installation method of pile head joining device |
| CN102051869B (en) * | 2009-11-02 | 2012-05-09 | 郑州优特基础工程维修有限公司 | High polymer heavy curtain grouting technology |
| CN102140919A (en) * | 2010-02-03 | 2011-08-03 | 郑州优特基础工程维修有限公司 | Method for grouting polymers for tunnel protection |
| CN102767180A (en) * | 2012-08-08 | 2012-11-07 | 龙信建设集团有限公司 | Construction method for strengthening base of static-pressure anchor rod pile |
| CN103104209B (en) * | 2013-03-13 | 2015-06-17 | 中冶建工集团有限公司 | Device for preventing falling of accumulated soil for rotatablely excavated pile hole |
| CN203307801U (en) * | 2013-05-16 | 2013-11-27 | 南京工业大学 | Composite-material sleeve |
-
2015
- 2015-11-22 CN CN201510818261.9A patent/CN105464074B/en active IP Right Grant
- 2015-11-22 CN CN201710213738.XA patent/CN106948340B/en active IP Right Grant
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04169618A (en) * | 1990-11-01 | 1992-06-17 | Hokukon:Kk | Forming process for foot-fixing section used in pile fixation |
| CN102587361A (en) * | 2012-03-27 | 2012-07-18 | 河海大学 | Polymer material grouted wedge precast pile technique |
| CN102767173A (en) * | 2012-07-09 | 2012-11-07 | 河海大学 | High polymer material slurry filled discrete material pile composite foundation and construction method thereof |
| CN103215960A (en) * | 2013-04-11 | 2013-07-24 | 河南博特工程防护有限公司 | Grouting method for high polymer vertical support system |
| CN103233468A (en) * | 2013-04-18 | 2013-08-07 | 河南博特工程防护有限公司 | Polymer gravel pile grouting method |
| CN103233473A (en) * | 2013-04-18 | 2013-08-07 | 河南博特工程防护有限公司 | Polymer multi-edge pile grouting method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105464074A (en) | 2016-04-06 |
| CN106948340A (en) | 2017-07-14 |
| CN105464074B (en) | 2017-04-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104675403B (en) | A kind of underground space construction method and supporting construction | |
| CN103835284B (en) | A kind of Pile In Drill In Karst Terrain structure and construction method | |
| CN1837511B (en) | Double-rowed cofferdam and method for manufacturing the same | |
| CN103590425B (en) | A kind of Peaty soft soil stratum subway station construction technology | |
| CN101864773B (en) | Deep foundation pit support process | |
| CN102518135B (en) | Horizontal jet grouting soil anchor and castinplace pile Composite Foundation Pit supporting construction engineering method | |
| CN102635120B (en) | Circular deep foundation ditch is without Construction of Supporting structure and construction method | |
| CN105544460B (en) | Cast-in-place plant growing type eco-concrete slope protection construction method | |
| CN105464686B (en) | Multi-layer underground space curtain posture excavating construction method and supporting construction under existing facility | |
| CN103233454B (en) | Processing method of soaking, vacuum preloading and slurry injecting for sand piles of collapsible loess foundation | |
| CN102146679B (en) | Construction method for complex geological section earth pressure balance shield passing middle air shaft | |
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN102433876B (en) | Multi-compartment casing composite pile and construction method thereof | |
| CN104131546B (en) | A kind of processing method of collapsible loess foundation | |
| CN106499413B (en) | A kind of Shallow-buried section tunnel stratum consolidation construction method | |
| CN103031839B (en) | Construction method of hand-dug piles | |
| CN100501011C (en) | Hole drilling mudjack pile construction method | |
| CN103485336A (en) | Drilling pile drilling construction method of bead-type karst area | |
| CN101270579B (en) | Foundation pit guard method for expansion construction from deep foundation pit to shallow foundation pit | |
| CN103774675B (en) | Combined double-row-pile combined vertical prestress anchor rod supporting system and construction method thereof | |
| CN201883438U (en) | Pit-in-foundation-pit steel sheet pile foundation pit supporting structure | |
| CN102966119B (en) | Geogrid reinforced wall and construction method thereof | |
| CN105464134B (en) | Multi-layer underground space is along inverse combining construction method and supporting construction under existing facility | |
| KR100618597B1 (en) | Cast in place concrete pile using vibro magnetic shovel hammer, and the construction method of this | |
| CN103321244B (en) | Sand foundation existing building sets up the construction method of basement |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |