CN112482364A - Construction process of rotary digging cast-in-place pile under strong corrosive soft geological conditions in coastal region - Google Patents
Construction process of rotary digging cast-in-place pile under strong corrosive soft geological conditions in coastal region Download PDFInfo
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- CN112482364A CN112482364A CN202011411627.8A CN202011411627A CN112482364A CN 112482364 A CN112482364 A CN 112482364A CN 202011411627 A CN202011411627 A CN 202011411627A CN 112482364 A CN112482364 A CN 112482364A
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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
- E02D5/34—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
Abstract
The invention discloses a rotary digging cast-in-place pile construction process under strong corrosive soft geological conditions in coastal areas, which comprises the following steps: the method comprises the following steps of field area replacement and filling, advanced drilling, positioning and paying off, pile foundation in place, pile casing embedding, drilling by a drilling machine, pile casing welding and embedding, hole cleaning, steel reinforcement cage hoisting and placing, secondary hole cleaning, concrete pouring and post-grouting. The invention introduces a high-sulfur-resistance concrete construction technology, and effectively resists the corrosion of the underground strong corrosive environment to the pile body; a steel casing pore-forming process is introduced, so that the problem that a muddy soil layer cannot adopt slurry for wall protection is effectively solved; the construction process of the rotary digging cast-in-place pile is adopted, so that the problem that the precast pile is not suitable to be used under the highly corrosive geological condition is effectively solved; the adopted steel casing hole forming process has a remarkable improvement effect on the pile body concrete forming quality, and can effectively reduce or reduce pile body quality problems such as hole collapse, necking and the like; by adopting the high-sulfur-resistance anticorrosive concrete for construction, special foundation treatment can be omitted, the construction period is effectively shortened, and the construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of cast-in-place pile construction, in particular to a rotary digging cast-in-place pile construction process under strong-corrosion soft geological conditions in coastal areas.
Background
With the continuous improvement of the urbanization level of China and the continuous improvement of urban planning, a large number of coastal region construction projects are gradually developed and gradually increased, and become one of the important directions of urban development at present.
The coastal area construction project is a project for building construction in an offshore and coastal area. Compared with the traditional regional construction projects, the coastal region construction projects have the advantages of appropriate climate, beautiful landscape, elegant environment and the like, and are more and more favored and supported by people. However, construction projects in coastal areas often have the characteristics of complex geological conditions, high groundwater level, high corrosivity and the like, and bring many inconvenient influences to normal construction.
The pile foundation is used as a foundation form which is suitable for weak geological conditions in coastal areas, and has high applicability to solving the bearing capacity of the foundation. However, in the actual construction of the pile foundation, the problems of more sludge distribution, higher groundwater level and high underground corrosivity are often encountered, and certain adverse effects are generated on the pile foundation.
The following problems exist in the prior art:
(1) under strongly corrosive geological conditions, precast piles are not suitable to be selected;
(2) under the condition of sludge, a cast-in-place pile with a mud retaining wall cannot be adopted;
(3) the corrosion resistance of the pile body concrete under the geological condition with strong corrosion.
Disclosure of Invention
Based on the technical problems that a slurry retaining wall cannot be adopted in a sludge texture layer and a precast pile and a rotary excavating cast-in-place pile body cannot be adopted under the strong-corrosion geological condition in the background technology, the invention provides a rotary excavating cast-in-place pile construction process under the strong-corrosion soft geological condition in a coastal area.
The invention provides a rotary digging cast-in-place pile construction process under the geological conditions of strong corrosivity and weak coastal areas, which comprises the following steps:
s1, field replacement: carrying out necessary replacement and filling work in a construction field area before pile foundation construction, and ensuring that the on-site geological bearing capacity meets the pile machine construction requirement;
s2, advance drilling: before the construction of the pile foundation, the pile position is drilled in advance, and a hole is formed below each pile;
s3, positioning and paying-off: after the site replacement and filling processing is finished, determining a pile bitmap according to the known coordinate points and the total plan;
s4, pile foundation in-place: arranging the pile machine to enter a field and be in place according to the determined positioning points, observing that the earth surface around the pile machine has no obvious settlement after the pile machine is in place, simultaneously correcting the verticality of the pile foundation, and strictly controlling the mutual deviation not to be more than the standard requirement;
s5, embedding a protection tube: after the pile driver is in place, a cross method is applied to lead out a pile casing, and a pile casing can be embedded behind the pile casing;
s6, drilling by a drilling machine: the drilling machine should be positioned before drilling to recheck, and drilling can be carried out after determining that no error exists;
s7, welding and embedding the casing: the process adopts a full-pile long pile casing, when the length of a single pile casing cannot meet the pile length, the pile casings are connected in a welding mode, and the welding position is ensured to be full without undercut and the like;
s8, cleaning holes: after the designed pile bottom elevation is reached, cleaning holes in time to ensure the stress capability of a pile bottom bearing layer;
s9, hoisting the reinforcement cage: hoisting the steel reinforcement cage on site by using a crane, and arranging hoisting points at stiffening hoops of each section of steel reinforcement cage symmetrically;
s10, secondary hole cleaning: in order to clean the sediments generated again by hoisting the reinforcement cage, secondary hole cleaning is carried out in time after the reinforcement cage is hoisted;
s11, pouring concrete: pouring concrete of the cast-in-place pile by adopting a conduit method, installing a conduit after secondary hole cleaning is finished, and suspending the bottom of the conduit at a height of 30-40cm away from the bottom of the hole;
s12, post grouting: and 2-4 diameter grouting pipes are symmetrically arranged along the circumference of the reinforcement cage, and are provided with grouting valves (the grouting valves need to have a check function, and the grouting pipes need to bear 0.1mpa pressure) to ensure normal grouting.
Preferably, in S5, the casing is made of a steel plate with a thickness not less than 10mm, the inner diameter is greater than the pile diameter by 100mm, and the casing penetration depth needs to exceed the sludge layer to reach the rock stratum part.
Preferably, in S6, the rotary drilling rig is adopted in the process, the rotary drilling rig needs to penetrate through surface soil, mucky soil, fully weathered rock, strongly weathered rock and medium weathered rock (bearing stratum) during drilling, the elevation of the pile bottom can be determined to be reached after the medium weathered rock is reached (the specific rock is determined according to design), and the drilling rig needs to confirm the geological condition and the rock entering condition by combining rock sampling and advanced drilling conditions during drilling.
Preferably, in S8, the pile involved in the process is a cast-in-place pile, so the thickness of the sediment at the bottom of the pile should not be greater than 100mm, the hole cleaning mode can be air flushing and water flushing, the former uses high-pressure air to purge, the latter uses high-pressure water to flush, and the actual hole cleaning mode can be determined on site.
Preferably, in the step S11, the depth of the catheter embedding is controlled to be 2m-6m during the whole perfusion time; the pouring time must not exceed the initial setting time of the first batch of concrete.
Compared with the prior art, the invention has the following beneficial effects:
(1) a high-sulfur-resistance concrete construction technology is introduced, so that the corrosion of the underground strong-corrosion environment to the pile body is effectively resisted;
(2) a steel casing pore-forming process is introduced, so that the problem that a muddy soil layer cannot adopt slurry for wall protection is effectively solved;
(3) the construction process of the rotary digging cast-in-place pile is adopted, so that the problem that the precast pile is not suitable to be used under the highly corrosive geological condition is effectively solved;
(4) the adopted steel casing hole forming process has a remarkable improvement effect on the pile body concrete forming quality, and can effectively reduce or reduce pile body quality problems such as hole collapse, necking and the like;
(5) the construction is carried out by adopting the high-sulfur-resistance anticorrosive concrete, so that special foundation treatment can be omitted, the construction period is effectively shortened, and the construction cost is reduced;
(6) creatively summarizes a concrete scheme under a strong corrosive condition, and can effectively solve the problem of concrete corrosion resistance.
Drawings
FIG. 1 is a structural form diagram of a rotary digging cast-in-place pile construction process under the strong corrosive soft geological conditions in the coastal areas.
Detailed Description
The present invention will be further illustrated with reference to the following specific examples.
Examples
Referring to fig. 1, the construction process of the rotary excavating cast-in-place pile under the strong corrosive soft geological conditions in the coastal region provided by the embodiment includes the following steps:
s1, field replacement: before the construction of the pile foundation, necessary replacement and filling work is carried out in a construction field area, the on-site geological bearing capacity is ensured to meet the construction requirement of the pile machine, and the influence on the construction efficiency caused by the fact that the pile machine sinks into soil is avoided. Common replacement filling materials are graded sandstone, plain soil, building mixture and the like;
s2, advance drilling: the pile position is drilled in advance before the construction of the pile foundation, and a hole is arranged below each pile. After the advance drilling is finished, the drilling depth of the advance drilling is +5 meters of the designed pile length, and the condition that no adverse geological effects such as soil caves, karst caves, broken zones or weak interlayers exist in the drilling depth range is determined;
s3, positioning and paying-off: after the field replacement and filling process is finished, determining a pile bitmap according to the known coordinate points and the general plane map, and paying attention to the positioning, the repeated point rotating mode is not adopted, so that the accumulated error is avoided;
s4, pile foundation in-place: arranging a pile machine to enter a field and take place according to the determined positioning points, observing that the earth surface around the pile machine has no obvious settlement after taking place, simultaneously correcting the verticality of the pile foundation, strictly controlling the mutual deviation not to be more than the standard requirement, and preventing the pile hole from being collapsed due to the inclination;
s5, embedding a protection tube: after the pile driver is in place, a pile casing can be embedded behind the pile protector by using a cross method, the pile casing is made of a steel plate with the thickness of no less than 10mm, the inner diameter of the pile casing is larger than the diameter of the pile by 100mm, and the pressing depth of the pile casing needs to exceed a sludge layer to a rock stratum part due to a mucky soil layer in a soft foundation in a coastal region;
s6, drilling by a drilling machine: the drilling machine should be positioned before drilling to recheck, and drilling can be carried out after determining that no error exists; the rotary drilling rig is adopted in the process, the rotary drilling rig needs to penetrate through surface soil, mucky soil, a completely weathered rock stratum, a strongly weathered rock stratum and a medium weathered rock stratum (a bearing stratum) in the drilling process, and the elevation of the pile bottom can be confirmed to be reached after the medium weathered rock stratum is reached (the specific rock stratum needs to be determined according to design). In the drilling process, the geological condition and the rock entering condition of the drilling machine are confirmed by combining rock stratum sampling and advance drilling conditions;
s7, welding and embedding the casing: the process adopts a full-pile long pile casing, when the length of a single pile casing cannot meet the pile length, the pile casings are connected in a welding mode, and the welding position is ensured to be full without undercut and the like;
s8, cleaning holes: after the designed pile bottom elevation is reached, cleaning holes in time is carried out to ensure the stress capability of the pile bottom bearing layer. The pile involved in the process is a cast-in-place pile, so that the thickness of the sediment at the bottom of the pile is not more than 100 mm. The hole cleaning mode can be air flushing and water flushing, the former adopts high-pressure air for blowing, the latter adopts high-pressure water for flushing, and the actual hole cleaning mode can be determined according to the site;
s9, hoisting the reinforcement cage: the hoisting of on-site steel reinforcement cage utilizes the loop wheel machine to transfer, and the hoisting point setting is in every section steel reinforcement cage stiffening hoop department, symmetrical arrangement. When the reinforcement cage is placed down, the reinforcement cage protective layer needs to be strictly checked to ensure that the reinforcement cage protective layer meets the design requirements;
s10, secondary hole cleaning: in order to clean the sediments generated again by hoisting the steel reinforcement cage, secondary hole cleaning is carried out in time after the steel reinforcement cage is hoisted, and the holes are cleaned at the same time according to the secondary hole cleaning technological parameters;
s11, pouring concrete: pouring concrete of the cast-in-place pile by adopting a conduit method, installing the conduit after secondary hole cleaning is finished, and suspending the bottom of the conduit at a height of 30-40cm away from the bottom of the hole. Controlling the embedding depth of the catheter to be 2-6 m in the whole perfusion time; the pouring time is not more than the initial setting time of the first batch of concrete;
s12, post grouting: the process relates to a rock-socketed end bearing pile, and a post-grouting process is adopted at the pile end. And 2-4 diameter grouting pipes are symmetrically arranged along the circumference of the reinforcement cage, and are provided with grouting valves (the grouting valves need to have a check function, and the grouting pipes need to bear 0.1mpa pressure) to ensure normal grouting.
The process is suitable for strong-corrosion geology, so that high-sulfur-resistance cement must be adopted in concrete to achieve a high-sulfur-resistance effect, and in addition, additives such as an anti-corrosion rust inhibitor and a water reducing agent are properly added to further improve the applicability, and the details are as follows:
firstly, high-sulfur-resistance cement is added to replace ordinary cement;
adding an anti-corrosion and anti-rust agent, wherein the weight of the anti-corrosion and anti-rust agent is not less than 8% of the total weight of the cementing material;
thirdly, adding an anti-cracking waterproof agent, wherein the weight of the anti-cracking waterproof agent is not less than 8% of the total weight of the cementing material;
fourthly, the early strength agent is added, and the content is according to the actual situation;
doping mineral materials (mineral powder and fly ash) according to the actual content;
sixthly, adding the water reducing agent according to the actual condition.
According to the invention, a rotary excavating cast-in-place pile, a steel pile casing and high-sulfur-resistant concrete combined construction technology is adopted, and the high-sulfur-resistant concrete construction technology is introduced, so that the corrosion of an underground strong-corrosive environment to a pile body is effectively resisted; a steel casing pore-forming process is introduced, so that the problem that a muddy soil layer cannot adopt slurry for wall protection is effectively solved; the construction process of the rotary digging cast-in-place pile is adopted, so that the problem that the precast pile is not suitable to be used under the highly corrosive geological condition is effectively solved; the adopted steel casing hole forming process has a remarkable improvement effect on the pile body concrete forming quality, and can effectively reduce or reduce pile body quality problems such as hole collapse, necking and the like; the construction is carried out by adopting the high-sulfur-resistance anticorrosive concrete, so that special foundation treatment can be omitted, the construction period is effectively shortened, and the construction cost is reduced; creatively summarizes a concrete scheme under a strong corrosive condition, and can effectively solve the problem of concrete corrosion resistance.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (5)
1. The construction process of the rotary digging cast-in-place pile under the strong corrosive soft geological conditions in the coastal areas is characterized by comprising the following steps:
s1, field replacement: carrying out necessary replacement and filling work in a construction field area before pile foundation construction, and ensuring that the on-site geological bearing capacity meets the pile machine construction requirement;
s2, advance drilling: before the construction of the pile foundation, the pile position is drilled in advance, and a hole is formed below each pile;
s3, positioning and paying-off: after the site replacement and filling processing is finished, determining a pile bitmap according to the known coordinate points and the total plan;
s4, pile foundation in-place: arranging the pile machine to enter a field and be in place according to the determined positioning points, observing that the earth surface around the pile machine has no obvious settlement after the pile machine is in place, simultaneously correcting the verticality of the pile foundation, and strictly controlling the mutual deviation not to be more than the standard requirement;
s5, embedding a protection tube: after the pile driver is in place, a cross method is applied to lead out a pile casing, and a pile casing can be embedded behind the pile casing;
s6, drilling by a drilling machine: the drilling machine should be positioned before drilling to recheck, and drilling can be carried out after determining that no error exists;
s7, welding and embedding the casing: the process adopts a full-pile long pile casing, when the length of a single pile casing cannot meet the pile length, the pile casings are connected in a welding mode, and the welding position is ensured to be full without undercut and the like;
s8, cleaning holes: after the designed pile bottom elevation is reached, cleaning holes in time to ensure the stress capability of a pile bottom bearing layer;
s9, hoisting the reinforcement cage: hoisting the steel reinforcement cage on site by using a crane, and arranging hoisting points at stiffening hoops of each section of steel reinforcement cage symmetrically;
s10, secondary hole cleaning: in order to clean the sediments generated again by hoisting the reinforcement cage, secondary hole cleaning is carried out in time after the reinforcement cage is hoisted;
s11, pouring concrete: pouring concrete of the cast-in-place pile by adopting a conduit method, installing a conduit after secondary hole cleaning is finished, and suspending the bottom of the conduit at a height of 30-40cm away from the bottom of the hole;
s12, post grouting: and 2-4 diameter grouting pipes are symmetrically arranged along the circumference of the reinforcement cage, and are provided with grouting valves (the grouting valves need to have a check function, and the grouting pipes need to bear 0.1mpa pressure) to ensure normal grouting.
2. The construction process of the rotary excavating bored concrete pile in the coastal region under the severe corrosive and weak geological conditions according to claim 1, wherein in S5, the casing is made of a steel plate with a thickness of not less than 10mm, the inner diameter of the casing is 100mm larger than the diameter of the pile, and the pressing depth of the casing is required to exceed the sludge layer and reach the rock stratum.
3. The construction process of the rotary excavating bored concrete pile in the coastal area under the soft geological conditions with strong corrosivity according to claim 1, wherein in the step S6, a rotary excavating drilling machine is adopted, the rotary excavating drilling machine needs to penetrate through surface soil, mucky soil, a completely weathered rock stratum, a strongly weathered rock stratum and a medium weathered rock stratum (supporting layer) in the drilling process, the pile bottom elevation can be determined to be reached after the medium weathered rock stratum is reached (the specific rock stratum needs to be determined according to design), and the drilling machine needs to be determined to confirm the geological condition and the rock entering condition by combining rock stratum sampling and advanced drilling condition in the drilling process.
4. The construction process of the rotary excavating bored concrete pile in the coastal areas under the soft geological conditions with strong corrosiveness according to claim 1, wherein in the step S8, the pile involved in the process is a bored concrete pile, so the thickness of the sediment at the bottom of the pile is not more than 100mm, the hole cleaning mode can be air flushing and water flushing, the former adopts high-pressure air for blowing, the latter adopts high-pressure water for washing, and the actual hole cleaning mode can be determined on site.
5. The construction process of the rotary excavating bored concrete pile in the coastal areas under the strong corrosive and weak geological conditions according to claim 1, wherein in the step S11, the depth of the embedded conduit is controlled to be 2m to 6m in the whole pouring time; the pouring time must not exceed the initial setting time of the first batch of concrete.
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| CN113957885A (en) * | 2021-12-08 | 2022-01-21 | 中建八局第四建设有限公司 | Rotary excavating cast-in-place pile construction process and system |
| CN114808581A (en) * | 2022-05-13 | 2022-07-29 | 保利长大工程有限公司 | Construction method for deep soft foundation low embankment shallow layer |
| CN114875898A (en) * | 2022-05-29 | 2022-08-09 | 中国五冶集团有限公司 | Construction method for bored cast-in-place pile by rotary excavation of steel long pile casing and arm guard in soft soil layer |
| CN114934505A (en) * | 2022-04-29 | 2022-08-23 | 中国建筑第八工程局有限公司 | Construction method for ultra-long pile casing follow-up pile formation of ultra-thick liquefied pulverized coal ash layer rotary drilling rig |
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Application publication date: 20210312 |