CN110965549A - Cast-in-situ bored pile construction method - Google Patents
Cast-in-situ bored pile construction method Download PDFInfo
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- CN110965549A CN110965549A CN201911300630.XA CN201911300630A CN110965549A CN 110965549 A CN110965549 A CN 110965549A CN 201911300630 A CN201911300630 A CN 201911300630A CN 110965549 A CN110965549 A CN 110965549A
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 51
- 239000002002 slurry Substances 0.000 claims abstract description 48
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 41
- 229910001868 water Inorganic materials 0.000 claims abstract description 41
- 238000005553 drilling Methods 0.000 claims abstract description 38
- 239000004567 concrete Substances 0.000 claims abstract description 27
- 229910000278 bentonite Inorganic materials 0.000 claims abstract description 24
- 239000000440 bentonite Substances 0.000 claims abstract description 24
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 22
- 238000004140 cleaning Methods 0.000 claims abstract description 18
- 229920000858 Cyclodextrin Polymers 0.000 claims abstract description 17
- HFHDHCJBZVLPGP-UHFFFAOYSA-N schardinger α-dextrin Chemical compound O1C(C(C2O)O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC(C(O)C2O)C(CO)OC2OC(C(C2O)O)C(CO)OC2OC2C(O)C(O)C1OC2CO HFHDHCJBZVLPGP-UHFFFAOYSA-N 0.000 claims abstract description 17
- ZLMJMSJWJFRBEC-UHFFFAOYSA-N Potassium Chemical compound [K] ZLMJMSJWJFRBEC-UHFFFAOYSA-N 0.000 claims abstract description 16
- 229910052700 potassium Inorganic materials 0.000 claims abstract description 16
- 239000011591 potassium Substances 0.000 claims abstract description 16
- 229920003063 hydroxymethyl cellulose Polymers 0.000 claims abstract description 14
- 229940031574 hydroxymethyl cellulose Drugs 0.000 claims abstract description 14
- 238000000227 grinding Methods 0.000 claims abstract description 7
- 230000001681 protective effect Effects 0.000 claims abstract description 7
- 238000001514 detection method Methods 0.000 claims abstract description 6
- 238000004519 manufacturing process Methods 0.000 claims abstract description 5
- HEMHJVSKTPXQMS-UHFFFAOYSA-M Sodium hydroxide Chemical compound [OH-].[Na+] HEMHJVSKTPXQMS-UHFFFAOYSA-M 0.000 claims abstract 6
- 235000011121 sodium hydroxide Nutrition 0.000 claims abstract 2
- CDBYLPFSWZWCQE-UHFFFAOYSA-L Sodium Carbonate Chemical compound [Na+].[Na+].[O-]C([O-])=O CDBYLPFSWZWCQE-UHFFFAOYSA-L 0.000 claims description 44
- 229910000831 Steel Inorganic materials 0.000 claims description 42
- 239000010959 steel Substances 0.000 claims description 42
- 229940092782 bentonite Drugs 0.000 claims description 22
- 229910000029 sodium carbonate Inorganic materials 0.000 claims description 22
- 235000017550 sodium carbonate Nutrition 0.000 claims description 22
- 239000011812 mixed powder Substances 0.000 claims description 18
- 238000002156 mixing Methods 0.000 claims description 16
- 238000007689 inspection Methods 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 14
- 238000003756 stirring Methods 0.000 claims description 10
- 239000011148 porous material Substances 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 9
- 239000002245 particle Substances 0.000 claims description 8
- 239000013049 sediment Substances 0.000 claims description 7
- 239000000084 colloidal system Substances 0.000 claims description 6
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 claims description 6
- 229940080314 sodium bentonite Drugs 0.000 claims description 6
- 229910000280 sodium bentonite Inorganic materials 0.000 claims description 6
- 230000003068 static effect Effects 0.000 claims description 6
- UIIMBOGNXHQVGW-UHFFFAOYSA-M Sodium bicarbonate Chemical compound [Na+].OC([O-])=O UIIMBOGNXHQVGW-UHFFFAOYSA-M 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 235000017557 sodium bicarbonate Nutrition 0.000 claims description 2
- 229910000030 sodium bicarbonate Inorganic materials 0.000 claims description 2
- 239000010802 sludge Substances 0.000 abstract description 7
- 230000000903 blocking effect Effects 0.000 abstract description 2
- 125000004122 cyclic group Chemical group 0.000 abstract description 2
- 238000005457 optimization Methods 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 28
- 239000002689 soil Substances 0.000 description 14
- 238000002360 preparation method Methods 0.000 description 12
- 239000004927 clay Substances 0.000 description 9
- 230000000052 comparative effect Effects 0.000 description 8
- 238000011049 filling Methods 0.000 description 7
- 239000011435 rock Substances 0.000 description 5
- 238000003466 welding Methods 0.000 description 5
- 239000001768 carboxy methyl cellulose Substances 0.000 description 4
- 238000009826 distribution Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000007613 slurry method Methods 0.000 description 4
- DPXJVFZANSGRMM-UHFFFAOYSA-N acetic acid;2,3,4,5,6-pentahydroxyhexanal;sodium Chemical compound [Na].CC(O)=O.OCC(O)C(O)C(O)C(O)C=O DPXJVFZANSGRMM-UHFFFAOYSA-N 0.000 description 3
- 230000008901 benefit Effects 0.000 description 3
- 229940063834 carboxymethylcellulose sodium Drugs 0.000 description 3
- 239000010438 granite Substances 0.000 description 3
- 239000010453 quartz Substances 0.000 description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N silicon dioxide Inorganic materials O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 3
- 235000019812 sodium carboxymethyl cellulose Nutrition 0.000 description 3
- 229920001027 sodium carboxymethylcellulose Polymers 0.000 description 3
- 240000004282 Grewia occidentalis Species 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000010433 feldspar Substances 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 229920002134 Carboxymethyl cellulose Polymers 0.000 description 1
- 206010013883 Dwarfism Diseases 0.000 description 1
- 241000196324 Embryophyta Species 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 235000010948 carboxy methyl cellulose Nutrition 0.000 description 1
- 239000008112 carboxymethyl-cellulose Substances 0.000 description 1
- 229940105329 carboxymethylcellulose Drugs 0.000 description 1
- 238000013329 compounding Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000009527 percussion Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000001020 rhythmical effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000012795 verification 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
-
- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
- C09K8/02—Well-drilling compositions
- C09K8/04—Aqueous well-drilling compositions
- C09K8/14—Clay-containing compositions
- C09K8/18—Clay-containing compositions characterised by the organic compounds
- C09K8/20—Natural organic compounds or derivatives thereof, e.g. polysaccharides or lignin derivatives
- C09K8/206—Derivatives of other natural products, e.g. cellulose, starch, sugars
-
- 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
- E02D33/00—Testing foundations or foundation structures
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Geology (AREA)
- Dispersion Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Geochemistry & Mineralogy (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a cast-in-situ bored pile, which comprises the following steps: (1) embedding a pile casing: (2) drilling: in the drilling process, the height of slurry in the hole, which is 1m-1.5m higher than the underground water level, is kept, the drilling operation must be kept continuous, the drill bit is stably lifted, and the protective sleeve and the hole wall cannot be collided; the slurry comprises the following components: water, bentonite, caustic soda, hydroxymethyl cellulose, potassium humate and cyclodextrin; (3) hole cleaning: (4) manufacturing and installing a reinforcement cage: (5) and (5) pouring underwater concrete. By means of measures such as optimization of slurry performance parameters and detection of hole forming quality, hole collapse, blocking and the like are avoided, and drilling quality and speed are improved, so that construction quality is improved, and construction period is shortened; meanwhile, the mud is compounded by grinding bentonite, potassium humate and cyclodextrin, so that the stability of the sludge is improved, the cyclic utilization of the sludge is facilitated, and the construction cost and the cost of subsequent sludge treatment are reduced.
Description
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a cast-in-situ bored pile construction method.
Background
The cast-in-place pile is a pile formed by forming a hole in place and pouring concrete or reinforced concrete, and is generally constructed by adopting a method of drilling the cast-in-place pile. The cast-in-situ bored pile is formed by drilling a pile hole by using a drilling machine, firstly hoisting a reinforcement cage in the hole and pouring concrete in the hole, and has the advantages of low construction cost, simple construction operation, no vibration, low noise, no soil squeezing effect and the like during construction. At present, the cast-in-situ bored pile construction technology is widely applied to the field of construction of building engineering.
CN108166483A discloses a cast-in-situ bored pile construction method, which specifically comprises: the drilling machine is in place, the consistency of the slurry meets the requirements of a retaining wall and the pressure of a hole wall, and drilling is started when the slurry quantity and the technical indexes of the slurry meet the requirements; after the drill hole reaches the required depth, a bored pile hole diameter detection system is adopted for checking, hole cleaning is immediately carried out after each index meets the requirement, and a ballast removing cylinder is adopted for hole cleaning of the percussion drill; the construction method comprises the steps of manufacturing a reinforcement cage according to design drawings and construction specification requirements, installing a guide pipe and cleaning holes for the second time, wherein the concrete pouring is conducted under water by adopting the guide pipe, the pouring is conducted in a continuous and rhythmic mode when the pouring is started, the pile hole construction is conducted by adopting a pile jumping method in the arrangement of the construction sequence, and drilling can be conducted after the strength of concrete in adjacent holes reaches 2.5 Mpa.
CN109736299A discloses a cast-in-situ bored pile construction method, which specifically comprises: treating the surface of the base layer, wherein the treatment operation of the surface of the base layer at least comprises cleaning mortar and filling holes and incomplete openings on the surface of the base layer; embedding a pile casing at a first preset position on the surface of a base layer and determining the central point of the pile casing; arranging a drilling machine at a second preset position on the surface of the base layer, and enabling the central line of a drill rod of the drilling machine to coincide with the central point of the casing, wherein the drill rod moves in the vertical direction by taking the central point of the casing as a starting point to drill a hole section; hoisting a reinforcement cage in the hole section by using a gantry crane; concrete is poured into the hole sections through the guide pipes, so that the reinforcement cage is sealed in the concrete.
The slurry wall protection technology is commonly used in the construction process of the cast-in-situ bored pile, and the collapse of the groove and the hole wall can be effectively prevented through the static pressure of slurry on the groove wall and the mud skin formed by the slurry on the groove wall, so that the requirement of piling is easily met. In the prior art, the mud is mainly formed by mixing clay or bentonite and water, a small amount of soda ash or bentonite and water are mixed according to needs, and substances such as soda ash or carboxymethyl cellulose are mixed according to needs to improve the quality of the mud.
However, the preparation amount of the slurry is often large, the compatibility among the components is poor, the recycling rate is low, and the like, and needs to be improved.
Disclosure of Invention
In order to solve the technical problems, the invention provides a cast-in-situ bored pile construction method.
In order to achieve the purpose, the invention adopts the following technical scheme:
a cast-in-situ bored pile construction method comprises the following steps:
(1) embedding a pile casing:
(2) drilling:
in the drilling process, the height of slurry in the hole, which is 1m-1.5m higher than the underground water level, is kept, the drilling operation must be kept continuous, the drill bit is stably lifted, and the protective sleeve and the hole wall cannot be collided; the slurry comprises the following components: water, bentonite, soda ash, hydroxymethyl cellulose, potassium humate and cyclodextrin;
(3) hole cleaning:
(4) manufacturing and installing a reinforcement cage:
(5) and (5) pouring underwater concrete.
Preferably, the slurry in the step (2) comprises the following components in parts by weight: 100 parts of water, 5-10 parts of bentonite, 2-6 parts of soda ash, 0.8-1 part of hydroxymethyl cellulose, 0.4-0.7 part of potassium humate and 0.18-0.3 part of cyclodextrin.
Preferably, the preparation method of the slurry comprises the following steps:
s1, grinding bentonite, potassium humate and cyclodextrin to obtain mixed powder;
and S2, mixing the mixed powder obtained in the step S1 with soda ash, adding water, stirring and mixing, adding hydroxymethyl cellulose and the rest of water, and stirring and mixing to obtain the sodium bicarbonate.
Further preferably, the bentonite in step S1 is sodium bentonite.
Further preferably, the particle size of the mixed powder in step S1 is 200-300 μm.
Further preferably, the added water in step S2 is 2 to 4 times the weight of the added mixed powder and soda ash.
Preferably, the performance parameters of the slurry in the step (2) are as follows:
the performance parameters of a mud suitable for a typical formation are: the relative density is 1.05-1.20, the viscosity is 16-22 Pa.s, the sand content is 4-8%, the colloid content is more than or equal to 96%, the water loss rate is less than or equal to 25mL/30min, the mud skin thickness is less than or equal to 2mm/30min, the static shear force is 1-2.5Pa, and the pH value is 8-10;
the performance parameters of the slurry suitable for the easily collapsed stratum are as follows: the relative density is 1.20-1.45, the viscosity is 19-28 pas, the sand content is 4-8%, the colloid content is more than or equal to 96%, the water loss rate is less than or equal to 15mL/30min, the mud skin thickness is less than or equal to 2mm/30min, the static shear force is 3-3.5Pa, and the pH value is 8-10.
Preferably, the cast-in-situ bored pile construction method further includes: after the hole cleaning in the step (3) is finished, detecting the hole diameter, the hole position and the inclination by using a steel reinforcement cage hole tester, and detecting the hole depth and the hole bottom sediment by using a standard rope;
the detection is that the steel reinforcement cage hole inspection device is hoisted, so that the center hole of the steel reinforcement cage hole inspection device is consistent with the steel wire rope, the steel reinforcement cage hole inspection device is slowly placed in the hole, the steel reinforcement cage hole inspection device is up and down unobstructed, the hole diameter is larger than the designed hole diameter and meets the requirement, otherwise, the steel reinforcement cage hole inspection device has necking or hole inclining phenomenon and does not meet the requirement, and after the steel reinforcement cage hole inspection device is processed, the steel reinforcement cage hole inspection;
the check is as follows: the measuring rope is pre-wetted before use and then is calibrated again, and after the measuring rope reaches the bottom of the hole, the length of the measuring rope is recorded, and the height of the casing is checked;
detecting and allowing deviation after pore forming: the deviation of the center of the pile hole is less than or equal to 5 cm; a pore size not smaller than the design pore size; the inclination is less than 1% and is not less than the design depth; the thickness of the deposit; not greater than the design requirement thickness.
Further preferably, the outer diameter of the steel reinforcement cage hole verifier is equal to the designed hole diameter of the drilled hole, and the length of the steel reinforcement cage hole verifier is 4-6 times of the hole diameter.
Further preferably, the treatment is that the drill bit is slowly placed into the hole, and when the distance between the drill bit and the position to be blocked is 2-5cm, the drill bit is started to slowly descend, and the drill bit rotates up and down for not less than 1 stroke.
The invention has the beneficial effects that:
according to the invention, through measures such as optimization of slurry performance parameters, pore-forming quality detection and the like, the phenomena of hole collapse, blocking and the like are avoided, and the drilling quality and speed are improved, so that the construction quality is improved, and the construction period is shortened; meanwhile, the mud provided by the invention is prepared by grinding and compounding bentonite, potassium humate and cyclodextrin, so that the compatibility among different components is provided, the stability of the sludge is improved, the cyclic utilization rate of the sludge is high, and the construction cost and the cost of subsequent sludge treatment are reduced.
Detailed Description
In order to further describe the technical effects of the mud of the invention, the invention provides the following examples and comparative examples, and the technical scheme of the invention is described in detail by taking water supply engineering of the residential quarter 1, village 8 north of the cloudy area as an example in 2018.
The engineering geology is explored, and the exploration area comprises a fourth series of cultivated soil (Q4pd), an artificial filling layer (Q4ml), a slope layer (Q4dl + pl), a residual layer (Qel) and a dwarfism upper system (J3) granite rock layer from top to bottom, and the distribution and the characteristics of the rock-soil layers from top to bottom are as follows:
first section of the fourth series (Q) stratum
1. Ploughing soil (Q4pd), artificial filling (Q4ml)
The layer is widely distributed on the ground surface of a factory area, and the surface layer of the cultivated land is distributed with cultivated soil on a mountain; the surface layer of village and road is filled with artificial plain soil. Cultivation soil (Q4 pd): dark brown, loose, slightly wet. Mainly comprises cohesive soil, a small amount of broken stones, namely plant roots and stems. Plain fill (Q4 ml): it is grey brown, loose and slightly wet. The clay is mainly used as cohesive soil, and is filled with broken stone blocks, medium coarse sand, silty clay and the like, the local part of the clay is filled with miscellaneous filling soil, and the concrete pavement is positioned at the top of a drilled hole on a highway, and is 10-25cm away from the top of the drilled hole. This survey of 38 boreholes reveals the formation. The drilled holes expose the artificial filling layer with a thickness of 0.30-3.80 m and an average thickness of 0.85 m.
2. Slope formation (Q4dl + pl): the plastic powdery clay layer is yellow, brown yellow and plastic, and is formed by hard plastic on part and flooding on slope. Flocculent structure, containing a small amount of quartz gravel. The local distribution of the layer is disclosed in 19 drilled holes, the buried depth of the disclosed layer is 0.00-0.50 m, the layer thickness is 0.60-5.50 m, and the average thickness is 2.52 m.
3. Residual layer (Qel)
(1) The plastic sandy cohesive soil layer is brown yellow, and is in a plastic state and formed by residual accumulation. The parent rock is granite, and the rock structure is completely destroyed by weathering and dripping, and more quartz and feldspar residual particles are found. The local distribution of the layer is disclosed in 7 drilled holes, the buried depth of the disclosed layer is 1.80-5.50 m, the layer thickness is 1.00-6.40 m, and the average thickness is 2.84 m.
(2) Hard plastic sandy clay layer, brown red, brown yellow, hard plastic state, and residual. The parent rock is granite, and the rock structure is completely destroyed by weathering and dripping, and more quartz and feldspar residual particles are found. The local distribution of the layer is disclosed in 5 drilled holes, the buried depth of the disclosed layer is 0.40-4.70 m, the layer thickness is 1.60-5.60 m, and the average thickness is 2.70 m.
A cast-in-situ bored pile construction method comprises the following steps:
(1) embedding a pile casing:
the cast-in-place pile is formed by rolling a steel plate with the wall thickness of 10mm, the inner diameter of the cast-in-place pile is 200mm larger than the designed diameter, the height of the cast-in-place pile is 1.5-3.0m, and in order to increase the rigidity of the pile casing and prevent deformation, reinforcing ribs and lifting lugs are welded at the top of the pile casing, and 1-2 water inlets are formed;
before embedding the pile casing, leading out a four-corner control pile (made of phi 10 steel bars) according to the pile position, driving the pile casing into a stratum by 30cm, after the four-corner control pile is rechecked and error-free, hoisting the pile casing by a crane to be manually matched in place, sinking the pile casing into a proper depth by a method of hammering and vibrating and removing soil in a bucket, ensuring that the pile casing is 0.3m higher than the ground or the underground water level is 1.0-2.0 m, filling the periphery with clay to avoid water leakage and slurry leakage, excavating more than 0.5m of original soil at the bottom of the pile casing (the range is about 1m larger than the diameter of the pile casing) and replacing and filling the soil if the pile position is in the stratum with larger water content;
the center of the pile casing coincides with the center of the pile, the plane deviation is less than or equal to 5cm, the vertical gradient is less than or equal to 1%, whether the pile casing deviates and sinks or not is often checked in the drilling process, and timely treatment is needed.
(2) Drilling:
before the drilling machine is in place, various preparation works before drilling are checked, including the checking and the maintenance of main equipment; after the drilling machine is in place, the base and the top end are stable and do not generate displacement or subsidence. The hoisting pulley groove edge at the top of the drilling machine frame, the clamping hole for fixing the drill rod and the center of the protective cylinder are on the same plumb line;
in the drilling process, the height of slurry in the hole, which is 1m-1.5m higher than the underground water level, is kept, the drilling operation must be kept continuous, the drill bit is stably lifted, and the protective sleeve and the hole wall cannot be collided;
in order to effectively prevent the phenomena of hole collapse, hole shrinkage, pile hole deflection and the like, the drilling speed is adjusted at any time in the drilling process, when a soft clay layer is drilled, the drilling speed is 0.2m/min, when a fine silt layer is drilled, the drilling speed is 0.015m/min, and meanwhile, the diameter of the drill bit needs to be rechecked frequently in the drilling process, and if the abrasion of the drill bit exceeds 10mm, the drill bit needs to be replaced in time;
the properties of the slurries used are as described in table 1;
TABLE 1 mud Performance parameters
(3) Hole cleaning:
after the final hole is inspected to be qualified, hole cleaning operation is immediately carried out, and a pumping method is adopted for hole cleaning, so that the thickness of sediments during underwater concrete pouring meets the design requirement or reaches zero sediments; the vacuum suction dredge pump is connected with the guide pipe and then is conveyed to the bottom of the hole by a winch of the drilling machine, a slurry pump is started, the pump sucks reverse circulation to clean the hole, thick slurry is discharged into the sedimentation tank, the thin slurry flows back into the hole automatically after sedimentation, and slurry is timely supplemented into the hole from the slurry tank through a slurry conveying pipe;
hole cleaning and pulp changing standard: after the slurry is emptied and replaced for one hour, the hole cleaning requirement is met: the thickness of the sediment at the bottom of the hole is not more than 3cm, the slurry is sampled from the position 0.5m above the bottom of the hole, the specific gravity of the slurry is 1.03-1.1, the viscosity is less than 35S, and the sand content is not more than 6%;
(4) and (3) checking the pore-forming quality:
after the hole is cleaned in the final hole, the hole diameter, the hole position and the inclination are detected by hoisting a steel reinforcement cage hole tester into the hole, the outer diameter of the steel reinforcement cage hole tester is equal to the designed hole diameter of the drilled hole, the length of the steel reinforcement cage hole tester is 4-6 times of the hole diameter, the steel reinforcement cage hole tester is hoisted during detection, the center hole of the hole tester and a steel wire rope are kept consistent, the steel reinforcement cage hole tester is slowly put into the hole, the steel reinforcement cage hole tester is vertically unblocked, the hole diameter is larger than the designed hole diameter and meets the requirements, otherwise, the hole is necked or inclined, the steel reinforcement cage hole tester does not meet the requirements and needs to be processed, the drill is slowly put into the hole, the drill is started and slowly descends when the distance of the part meeting the resistance is 2-5 cm;
detecting the hole depth and the hole bottom sediment, checking by adopting a standard rope, checking the measuring rope by using a measuring ruler before using, using the measuring rope until the precision meets the requirement, and considering the problem that the measuring rope shrinks after meeting water in the construction, wherein the maximum shrinkage of the measuring rope reaches 1.2 percent, so that the measuring precision of the measuring rope is improved, the measuring rope needs to be pre-wetted before using and then calibrated again, and the checking is frequently carried out during using;
detecting and allowing deviation after pore forming: the deviation of the center of the pile hole is less than or equal to 5 cm; a pore size not smaller than the design pore size; the inclination is less than 1% and is not less than the design depth; the thickness of the deposit; not greater than the design requirement thickness;
(5) manufacturing and installing a reinforcement cage:
the reinforcement cage is manufactured in sections on a reinforcement processing site, an automobile is lifted into a hole after being transported to the site, and the reinforcement cage is welded and lengthened at an orifice; the welding adopts single-side welding of the side strips, the length of the welding seam meets the requirement of construction technical specification, and the lapping length of the upper section and the lower section of the foundation pile is 1.5 m; in order to ensure that the reinforcement cage has enough rigidity to ensure that the reinforcement cage does not deform in the transportation and hoisting processes, reinforcing hoops are arranged on the reinforcement cage at intervals; and a guide nose is arranged to ensure the thickness of the reinforcing steel bar protection layer;
hoisting the reinforcement cage by using a crane, temporarily placing and supporting a first section in the hole by using a steel pipe or section steel at the opening of the protective cylinder, hoisting another section, welding the aligned section, then placing the section by section in the hole to a designed elevation, and finally hanging the hanging ring at the uppermost section in the hole opening and temporarily welding the hanging ring with the opening of the protective cylinder;
the steel reinforcement cage is paid attention to prevent from colliding with the hole wall in the process of putting down, if the steel reinforcement cage is difficult to put in, the reason can be found out, and the steel reinforcement cage cannot be inserted forcibly; after the empty reinforcement cage is in place, 4 pieces of section steel are adopted to firmly weld and fix the reinforcement cage and the steel casing, so that the reinforcement cage is prevented from floating upwards or deviating in the concrete pouring process;
tolerance deviation of steel reinforcement cage preparation and hanging: the spacing between the main ribs is +/-10 mm; the distance between the stirrups is +/-20 mm; the outer diameter of the framework is +/-10 mm; the gradient of the framework is +/-0.5%; the thickness of the framework protective layer is +/-20 mm; the central plane position of the framework is +/-20 mm; the elevation of the top end of the framework is +/-20 mm;
(6) pouring underwater concrete:
before the underwater concrete is poured, detecting the thickness of the slurry at the bottom of the hole, and if the thickness of the slurry is larger than the design requirement, cleaning the hole again until the design requirement is met; cleaning the hole again by adopting a water jet bottom cleaning method until the specific gravity of the hole opening slurry return is continuously less than 1.10-1.20 and the thickness of the sediment at the hole bottom is less than 50mm, and immediately pouring underwater concrete;
the underwater concrete is poured by adopting a guide pipe method, and the guide pipe is a steel guide pipe; the pipe diameter of the conduit depends on the size of the pile diameter, a steel pipe with the diameter of 325mm is selected, the wall thickness is 7mm, the section length is 1m-2m, the length of the lowest section is 5m, and a flange plate provided with a gasket is used for connecting the pipe sections; before the conduit is used, watertight, pressure-bearing and joint compression-resistant tests are carried out;
before pouring concrete, pouring machines such as a storage hopper, a chute, a funnel and the like are prepared, and when a guide pipe is hung in a hole, the guide pipe is centered, the axis is straight and is stably sunk, so that the condition that the wall of the hole is stable due to the fact that a steel reinforcement framework is clamped and hung is prevented;
pouring underwater concrete, and arranging a sand ball or a ball bladder at the opening of the guide pipe as a water-insulating plug during initial pouring;
when the first batch of concrete is poured, the distance from the lower opening of the guide pipe to the bottom of the hole is controlled to be 25cm-40cm, the depth of the guide pipe embedded into the concrete is not less than 1.0m, and the guide pipe is filled in a state without water; after the concrete pouring is started, the concrete pouring is carried out continuously, and the interval time for removing the guide pipe is shortened as much as possible; detecting the position of the concrete surface in the hole by a common sounding hammer in the pouring process, and adjusting the buried depth of the guide pipe in time, wherein the buried depth of the guide pipe is controlled to be 2-4 m; the average rising speed of the underwater concrete surface is not less than 0.25 m/h; after the concrete surface in the hole enters the reinforcement cage for 2m, properly lifting the guide pipe, reducing the embedding depth of the guide pipe, and increasing the embedding depth of the lower part of the reinforcement cage to prevent the reinforcement cage from floating upwards;
in order to ensure the quality of the pile top, the pile top is filled with concrete with the height of 0.5-1.0 m, after all the concrete is filled, the onshore drilling pile pulls out the steel casing (the underwater drilling pile cannot be pulled out), and the site is cleaned.
And (3) drilling verification:
example 1
Slurry and preparation method thereof
The mud comprises the following components in parts by weight: 100 parts of water, 5 parts of bentonite, 2 parts of soda ash, 0.8 part of hydroxymethyl cellulose, 0.4 part of potassium humate and 0.18 part of cyclodextrin; the bentonite is sodium bentonite;
the preparation method comprises the following steps:
s1, grinding bentonite, potassium humate and cyclodextrin to obtain mixed powder with the particle size of 200 mu m;
s2, mixing the mixed powder obtained in the step S1 with soda ash, adding water which is 2 times of the total weight of the mixed powder and the soda ash, stirring and mixing, adding hydroxymethyl cellulose and the rest of water, stirring and mixing to obtain the sodium carboxymethyl cellulose sodium carbonate;
example 2
Slurry and preparation method thereof
The mud comprises the following components in parts by weight: 100 parts of water, 10 parts of bentonite, 6 parts of soda ash, 1 part of hydroxymethyl cellulose, 0.7 part of potassium humate and 0.25 part of cyclodextrin; the bentonite is sodium bentonite;
the preparation method comprises the following steps:
s1, grinding bentonite, potassium humate and cyclodextrin to obtain mixed powder with the particle size of 300 microns;
s2, mixing the mixed powder obtained in the step S1 with soda ash, adding water which is 4 times of the total weight of the mixed powder and the soda ash, stirring and mixing, adding hydroxymethyl cellulose and the rest of water, stirring and mixing to obtain the sodium carboxymethyl cellulose sodium carbonate;
example 3
Slurry and preparation method thereof
The mud comprises the following components in parts by weight: 100 parts of water, 8 parts of bentonite, 4 parts of soda ash, 0.9 part of hydroxymethyl cellulose, 0.6 part of potassium humate and 0.3 part of cyclodextrin; the bentonite is sodium bentonite;
the preparation method comprises the following steps:
s1, grinding bentonite, potassium humate and cyclodextrin to obtain mixed powder with the particle size of 250 microns;
and S2, mixing the mixed powder obtained in the step S1 with soda ash, adding water which is 3 times of the total weight of the mixed powder and the soda ash, stirring and mixing, adding hydroxymethyl cellulose and the rest of water, and stirring and mixing to obtain the sodium carboxymethyl cellulose sodium carbonate.
Example 4
Slurry and preparation method thereof
The mud comprises the following components in parts by weight: 100 parts of water, 5.6 parts of bentonite, 5 parts of soda ash, 0.85 part of hydroxymethyl cellulose, 0.42 part of potassium humate and 0.21 part of cyclodextrin; the bentonite is sodium bentonite;
the preparation method is the same as example 3.
Comparative example 1
This comparative example differs from example 3 in that no cyclodextrin is present.
Comparative example 2
This comparative example differs from example 3 in that the particle size of the mixed powder was 400. mu.m.
In the construction engineering, the technique of the department of project and testers control the indexes of the slurry in the drilling process and cleaning the holes through daily sampling, and the discovery shows that the slurry prepared in the examples 1-4 and the comparative example 2 has good wall protection effect in the drilling process, and the hole is inspected after the hole is formed without signs of shrinkage and collapse, wherein after the hole is drilled in the comparative example 2, the slurry in the hole can still keep good performance only by continuously circulating for 2 days, after the holes are drilled in the examples 1 and 2, the slurry in the hole can still keep good performance after continuously circulating for 8 days, and after the holes are drilled in the examples 3 and 4, the slurry in the hole can still keep good performance after continuously circulating for 10 days and 14 days respectively; the slurry of the comparative example 1 has poor wall protection effect, and the hole shrinkage phenomenon appears in the formed hole, thus the construction requirement can not be met.
The performance parameters of the sludges prepared in examples 3 and 4 above are shown in table 2.
TABLE 2 sludge Performance parameters
| Example 3 | Example 4 | |
| Relative density | 1.24 | 1.18 |
| Viscosity (pa.s) | 26 | 21 |
| Sand content (%) | Colloid ratio (%) | 5 |
| Sand content (%) | Colloid ratio (%) | 9* |
| Water loss rate (mL/30min) | 6 | 7 |
| Clay skin thickness (mm/30min) | 0.8 | 0.7 |
| Static cutting force (pa) | 4.8 | 2.4 |
In the project, the mud prepared in the embodiments 3 and 4 is used for wall protection and emptying, the construction period of the cast-in-place bored pile is shortened by 25-35% compared with the contract period, the bearing capacity of the cast-in-place bored pile is improved by 12-18%, the construction cost is reduced by 15-20%, and the social benefit and the economic benefit are remarkable.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A cast-in-situ bored pile construction method is characterized by comprising the following steps:
(1) embedding a pile casing:
(2) drilling:
in the drilling process, the height of slurry in the hole, which is 1m-1.5m higher than the underground water level, is kept, the drilling operation must be kept continuous, the drill bit is stably lifted, and the protective sleeve and the hole wall cannot be collided; the slurry comprises the following components: water, bentonite, caustic soda, hydroxymethyl cellulose, potassium humate and cyclodextrin;
(3) hole cleaning:
(4) manufacturing and installing a reinforcement cage:
(5) and (5) pouring underwater concrete.
2. The cast-in-situ bored pile construction method according to claim 1, wherein the slurry in the step (2) comprises the following components in parts by weight: 100 parts of water, 5-10 parts of bentonite, 2-6 parts of soda ash, 0.8-1 part of hydroxymethyl cellulose, 0.4-0.7 part of potassium humate and 0.18-0.3 part of cyclodextrin.
3. The cast-in-situ bored pile construction method according to claim 2, wherein the slurry is prepared by a method comprising the steps of:
s1, grinding bentonite, potassium humate and cyclodextrin to obtain mixed powder;
and S2, mixing the mixed powder obtained in the step S1 with soda ash, adding water, stirring and mixing, adding hydroxymethyl cellulose and the rest of water, and stirring and mixing to obtain the sodium bicarbonate.
4. The cast-in-situ bored pile construction method according to claim 3, wherein the bentonite in step S1 is sodium bentonite.
5. The cast-in-situ bored pile construction method according to claim 3, wherein the particle size of the mixed powder in step S1 is 200-300 μm.
6. The cast-in-situ bored pile construction method according to claim 3, wherein the amount of water added in step S2 is 2 to 4 times the sum of the weight of the mixed powder and the weight of the soda ash.
7. The cast-in-situ bored pile construction method according to claim 1, wherein the performance parameters of the slurry in the step (2) are: the performance parameters of a mud suitable for a typical formation are: the relative density is 1.05-1.20, the viscosity is 16-22 Pa.s, the sand content is 4-8%, the colloid content is more than or equal to 96%, the water loss rate is less than or equal to 25mL/30min, the mud skin thickness is less than or equal to 2mm/30min, the static shear force is 1-2.5Pa, and the pH value is 8-10; the performance parameters of the slurry suitable for the easily collapsed stratum are as follows: the relative density is 1.20-1.45, the viscosity is 19-28 pas, the sand content is 4-8%, the colloid content is more than or equal to 96%, the water loss rate is less than or equal to 15mL/30min, the mud skin thickness is less than or equal to 2mm/30min, the static shear force is 3-3.5Pa, and the pH value is 8-10.
8. The cast-in-situ bored pile construction method according to claim 1, further comprising a hole-forming quality inspection: after the hole cleaning in the step (3) is finished, detecting the hole diameter, the hole position and the inclination by using a steel reinforcement cage hole tester, and detecting the hole depth and the hole bottom sediment by using a standard rope;
the detection is specifically that the steel reinforcement cage hole inspection device is hoisted, so that the center hole of the steel reinforcement cage hole inspection device is consistent with the steel wire rope, the steel reinforcement cage hole inspection device is slowly placed into the hole, the steel reinforcement cage hole inspection device is up and down unobstructed, the hole diameter is larger than the designed hole diameter and meets the requirement, otherwise, the steel reinforcement cage hole inspection device has necking or hole inclining phenomenon and does not meet the requirement, and after treatment, the steel reinforcement cage hole inspection device is used for detecting again until the;
the inspection specifically comprises the following steps: the measuring rope is pre-wetted before use and then is calibrated again, and after the measuring rope reaches the bottom of the hole, the length of the measuring rope is recorded, and the height of the casing is checked;
detecting and allowing deviation after pore forming: the deviation of the center of the pile hole is less than or equal to 5 cm; a pore size not smaller than the design pore size; the inclination is less than 1% and is not less than the design depth; the thickness of the deposit; not greater than the design requirement thickness.
9. The cast-in-situ bored pile construction method according to claim 8, wherein the steel reinforcement cage hole verifier has an outer diameter equal to a design bore diameter of the drilled hole and a length 4 to 6 times the bore diameter.
10. The cast-in-situ bored pile construction method according to claim 5, wherein the treatment is to place the drill bit slowly into the hole, and to turn the drill bit slowly down and back up and down by not less than 1 stroke when the distance from the portion to be stopped is 2-5 cm.
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Application publication date: 20200407 Assignee: Guangzhou Branch of Guangdong Water Resources and Hydropower Bureau 3 Co.,Ltd. Assignor: THE GUANGDONG NO.3 WATER CONSERVANCY AND HYDRO-ELECTRIC ENGINEERING BOARD Co.,Ltd. Contract record no.: X2022440000232 Denomination of invention: A construction method of bored pile Granted publication date: 20201124 License type: Common License Record date: 20221013 |