CN111608174A - Karst area karst cave treatment method based on punched cast-in-place pile - Google Patents
Karst area karst cave treatment method based on punched cast-in-place pile Download PDFInfo
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- CN111608174A CN111608174A CN202010527083.5A CN202010527083A CN111608174A CN 111608174 A CN111608174 A CN 111608174A CN 202010527083 A CN202010527083 A CN 202010527083A CN 111608174 A CN111608174 A CN 111608174A
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- 239000004567 concrete Substances 0.000 claims abstract description 90
- 239000002002 slurry Substances 0.000 claims abstract description 83
- 238000010276 construction Methods 0.000 claims abstract description 71
- 230000002787 reinforcement Effects 0.000 claims abstract description 70
- 238000004080 punching Methods 0.000 claims abstract description 24
- 238000005553 drilling Methods 0.000 claims abstract description 16
- 238000003672 processing method Methods 0.000 claims abstract description 14
- 238000009527 percussion Methods 0.000 claims abstract description 7
- 238000004519 manufacturing process Methods 0.000 claims abstract description 6
- 238000012545 processing Methods 0.000 claims abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 53
- 229910000831 Steel Inorganic materials 0.000 claims description 38
- 239000010959 steel Substances 0.000 claims description 38
- 238000009412 basement excavation Methods 0.000 claims description 30
- 239000002689 soil Substances 0.000 claims description 26
- 238000013461 design Methods 0.000 claims description 18
- 239000004927 clay Substances 0.000 claims description 16
- 238000005056 compaction Methods 0.000 claims description 9
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 241000196324 Embryophyta Species 0.000 claims description 7
- 239000011449 brick Substances 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 7
- 239000004575 stone Substances 0.000 claims description 7
- 230000000694 effects Effects 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 239000010813 municipal solid waste Substances 0.000 claims description 6
- 235000019738 Limestone Nutrition 0.000 claims description 5
- 239000006028 limestone Substances 0.000 claims description 5
- 230000001681 protective effect Effects 0.000 claims description 5
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 239000002699 waste material Substances 0.000 claims description 4
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 239000011465 paving brick Substances 0.000 claims description 3
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- 238000009966 trimming Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 2
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- 239000011241 protective layer Substances 0.000 description 4
- 239000010802 sludge Substances 0.000 description 4
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 3
- 235000017491 Bambusa tulda Nutrition 0.000 description 3
- 241001330002 Bambuseae Species 0.000 description 3
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 3
- 239000011425 bamboo Substances 0.000 description 3
- 238000010009 beating Methods 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
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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
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
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- 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- 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
- E21B1/00—Percussion drilling
-
- 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
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
- E21B33/138—Plastering the borehole wall; Injecting into the formation
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Geology (AREA)
- Physics & Mathematics (AREA)
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Abstract
The invention relates to a karst region karst cave processing method based on punched cast-in-place piles, and belongs to the technical field of karst cave processing in the punched cast-in-place piles. The construction method comprises the steps of compacting a field before construction, building a cofferdam, building a channel, building a mud interception measure and a foundation pit drainage measure, performing percussion drilling construction through a rotary excavating machine, manufacturing and placing a reinforcement cage, embedding an anchor rod and a municipal pipeline in advance, and treating karst cave slurry leakage through underwater concrete pouring. According to the invention, by building the cofferdam and the channel, the influence of rainwater on the karst cave in the construction process can be effectively reduced, and meanwhile, by adopting a mud interception measure and a foundation pit drainage measure, mud can be prevented from entering the hole of the punching and pouring pile foundation of the karst cave after overflowing from the geological prospecting hole when pouring concrete, so that the influence of mud on the pouring pile is reduced, and the construction quality of the invention is improved.
Description
Technical Field
The invention relates to the technical field of karst cave treatment in cast-in-situ bored piles, in particular to a karst area karst cave treatment method based on cast-in-situ bored piles.
Background
The karst cave geology is an underground space formed by erosion of soluble limestone, and because the hardness of the limestone layer is relatively hard, the construction of the pile foundation of the building engineering is usually carried out by adopting an impact hole-forming bored concrete pile process, and when the karst cave is not filled, the construction is usually carried out by adopting the impact hole-forming bored concrete pile. In the construction process of the punching cast-in-place pile, when the geological condition of a large karst cave without filling is met, the wall protection slurry can quickly leak into the karst cave, soil layer loss slurry of which the upper part is punched is caused to form hole collapse, and then soil around the pile hole collapses to form a construction safety problem, the quality of the formed pile around is influenced, and the pile formed by punching cannot be constructed continuously.
In order to solve the technical problems, the invention patent named as 'a karst cave processing method (publication number: CN 107905218A) applied to construction of cast-in-situ bored piles in karst areas' discloses a karst cave processing method, which comprises the steps of firstly adopting an advanced drilling technology to obtain the karst cave depth and the karst cave height at a pile position; treating unfilled karst caves and semi-filled karst caves with the height of more than 3m by adopting a method of pouring concrete; treating unfilled karst caves and semi-filled karst caves with the caves between 1.5m and 3m by adopting a method of pouring mortar; treating unfilled karst caves with the cavity height of 0.5m to 1.5m and half-filled karst caves with the cavity height of 1m to 1.5m by adopting a perforated pipe grouting method; and (3) for unfilled karst caves with the cave height of less than 0.5m, half-filled karst caves with the cave height of less than 1m and full-filled karst caves, adopting a sleeve valve pipe grouting method for processing.
The above prior art solutions have the following drawbacks: 1. the prior art scheme mainly aims at filling karst caves with different elevations, and for geology with easy slurry leakage, the prior art scheme can not well protect the concrete pile foundation, slurry is easy to overflow from a geological exploration hole, the pressure in the pile is reduced, the space is enlarged, the concrete is over-square, and the pile foundation is unstable, so that the problem is solved; 2. above-mentioned prior art scheme's drainage, hinder mud effect relatively poor, when rainy season, the construction progress receives the influence easily, consequently, needs to improve.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a karst area karst cave treatment method based on a punched cast-in-place pile, which has the advantages of good waterproof effect and small slurry leakage impression.
The above object of the present invention is achieved by the following technical solutions:
a karst area karst cave treatment method based on punched cast-in-place piles comprises the following construction steps,
s1, compacting the site before construction,
leveling the ground by using an excavator, and filling all geological prospecting holes which possibly cause slurry leakage by using clay; then, compacting and flattening the whole field by using a road roller; finally, paving brick residues for further compaction.
In actual work, after the construction exploration is finished, cement mortar is not used for sealing the drill hole, and slurry is blown everywhere around the exploration hole due to overlarge pressure during concrete pouring, so that the technical scheme is adopted before construction. The purpose of doing so is to prevent that mud from causing the interior pressure of stake after overflowing from the ground prospecting hole when the concrete is poured, space grow, lead to the concrete surpass square. In the process of compacting the field, supervision and witness of the first party on the field are needed to master the actual consumption of machine shifts and brick slag materials used by mechanical equipment.
S2, building a cofferdam,
constructing a cofferdam in a land section with smooth ground, wherein cohesive soil is selected as much as possible for the foundation soil of the cofferdam and the soil for filling the cofferdam, the filling of the cofferdam is carried out from the lowest position, layering and compaction are carried out, and the height difference of the cofferdam is smaller than 15 cm;
s3, building a channel, namely,
firstly, cleaning surface soil on the ground, and then removing plant roots, branches and leaves, weeds, garbage and waste residues in an excavated surface; then 2 stands by 1m3An excavator is matched with 2 bulldozers to excavate old soil of the channel and remove silt at the bottom of the channel; finally, repairing the slope, and strictly constructing and setting out to prevent the loss of earthwork;
s4, building mud interception measures and foundation pit drainage measures,
when a mud intercepting measure is built, an intercepting ditch is excavated at the position 1m away from the excavation line around a foundation pit of the mud intercepting measure to intercept mud, the width of the top of the intercepting ditch is 1.0m, the width of the bottom of the intercepting ditch is 0.5m, the depth of the intercepting ditch is 0.6m, a water collecting well with the depth of 1.0m is arranged, and water in the ditch is discharged into a water diversion channel introducing channel by a mud pump; when a foundation pit drainage measure is built, as the main bearing stratum of the sewage grid bridge and the flood wall building is weathered red sandstone or strongly weathered red sandstone, the building has certain special physical and mechanical characteristics of water expansion and water loss shrinkage, and a certain water level must be controlled when the foundation pit drains water;
s5, performing impact drilling construction through the rotary excavating machine,
when a hole is formed by using a rotary drilling machine and percussion drilling, slurry is adopted for wall protection, a punching hammer is used for punching, when a limestone layer is met, the stroke of the punching hammer is increased, the impact energy is increased, and the punching is stopped when the hole is impacted to a karst cave layer;
s6, manufacturing and putting down a reinforcement cage,
hoisting the manufactured reinforcement cage into the cleaned pile hole by using matched equipment of the punching cast-in-place pile, and fixing;
s7, embedding anchor rods and municipal pipelines,
firstly, measuring and lofting the position of the municipal pipeline to be embedded; then, carrying out earth excavation, adopting a back-hoe excavator to dig a ditch when excavating the pipe trench of the earth, and manually combining a trimming mode to excavate; then, adopting the concrete cushion layer as a working surface of the embedded municipal pipeline, and installing the embedded municipal pipeline on the concrete cushion layer; then connecting the joints of the adjacent pipelines by adopting brick belt joints, and plugging mortar in the gaps after the pipe orifices are aligned so as to enable the joint parts to be tightly matched, and trowelling the surface of the inner wall of the pipeline; finally, embedding an anchor rod, backfilling earthwork of the pipeline, and checking the construction quality of the pipeline;
s8, pouring underwater concrete to treat karst cave slurry leakage,
for the found karst cave or the karst ditch construction process that slurry leaks from the karst cave, firstly, a clay and stone sheet wall building method is adopted to treat the karst cave: then, for the slowly-seeped slurry, the normal slurry circulation is not influenced, and the slurry concentration is properly improved to ensure a good slurry retaining wall; when the karst cave is larger and the slurry leakage is faster, the slurry pump stops circulating for a period of time, the slurry surface in the hole can be observed to sink slowly, and after backfilling stone chips and a small amount of clay are adopted to build the wall, mechanical re-striking, slurry building and karst cave filling are carried out.
By adopting the technical scheme, the influence of rainwater on the karst cave in the construction process can be effectively reduced by building the cofferdam and the channel; by adopting the mud interception measure and the foundation pit drainage measure, the mud can be prevented from entering the hole of the punching and pouring pile foundation of the karst cave after overflowing from the geological prospecting hole when pouring concrete, so that the influence of the mud on the pouring pile is reduced, and the construction quality of the invention is improved; the municipal pipeline is reserved beside the cast-in-place pile, and the anchor rod is used for reinforcing the construction site, so that the influence of later municipal construction on the cast-in-place pile is reduced, and the service life of the cast-in-place pile is prolonged; finally, the invention adopts different processing modes for geology with different slurry leakage conditions in an underwater concrete pouring mode, thereby ensuring that the invention has stronger applicability.
In a preferred example, the present invention may be further configured that, in step S3, the method further includes a construction seepage interception measure, specifically: four standard pipe wells with the diameter of 50cm are respectively arranged at the positions, 1.5m away from the opening line of the foundation pit, of the two sides of the trash rack bridge, and the depth of each standard pipe well is 2.0 m.
Through adopting above-mentioned technical scheme, above-mentioned infiltration interception measure can prevent to ooze when pouring the concrete and cause the interior pressure of pile to reduce after the hole is excessive from the ground investigation, and the space grow leads to the concrete to surpass the side. During actual work, in the process of compacting a field, supervision and witness on the field of the first party are needed, and the actual usage amount of machine shifts and brick slag materials of used mechanical equipment is mastered.
In a preferred example, the invention may be further configured that, in step S3, the open trench is adopted for the foundation pit of the slurry interception measure, the trench is excavated during the excavation of the foundation pit, the width of the trench is 0.5m, the depth of the trench is 0.8m, a mud collecting well of 1.5 × 1.5 × 1.5m is arranged, slurry is discharged out of the cofferdam by a slurry pump, and the distance between the water surface in the trench and the soil surface is kept to be 0.5m during the mud discharge.
By adopting the technical scheme, the arrangement of the foundation pit for the mud interception measure is realized, and during actual construction, the mud can be basically mixed with a large amount of water, and the mud is basically a mud-water mixture, so that the mud discharge ditch and the mud collection well can be used for discharging mud and water, and the practicability of the mud discharge ditch and the mud collection well is enhanced.
In a preferred example, the invention may be further configured that, in step S3, reasonable slope relief should be performed around the foundation pit according to the geological conditions to prevent collapse; meanwhile, a drainage ditch and a water collection well are dug in the foundation pit and used as temporary facilities; if accumulated water exists in the foundation pit, water should be pumped in time before the foundation concrete construction, and the foundation is kept dry.
By adopting the technical scheme, collapse in the construction process can be prevented through slope relief, and the construction safety performance is improved; through in time draw water, set up the escape canal and set up the drainage performance of this application of reinforcing that the sump pit can be further. In actual work, the drainage ditch and the sludge discharge ditch can be the same, and the water collecting well and the sludge collecting well can also be the same.
In a preferred example of the present invention, in step S5, when the reinforcement cage is inserted into the hole, the center of the reinforcement cage is aligned with the center line of the hole site and is slowly inserted into the hole, and the reinforcement cage should be slowly inserted into the hole after being inserted into the hole without rotating left and right, and the reinforcement cage should be forcibly inserted into the hole by high-lift and jerk; meanwhile, after the steel reinforcement cage is placed in the hole and meets the requirements, the main reinforcement is spot-welded on the orifice protective cylinder or is firmly bound on the orifice by an iron wire, so that the steel reinforcement cage is positioned and prevented from moving.
By adopting the technical scheme, the steel reinforcement cage can be placed more accurately by slowly entering the steel reinforcement cage into the hole, so that the inaccurate placement of the steel reinforcement cage is prevented; through protecting a section of thick bamboo and drill way, enable the steel reinforcement cage location more accurate to prevent the steel reinforcement cage drunkenness.
The present invention in a preferred example may be further configured that, in step S8, during the concrete pouring process, the rising height of the concrete surface is detected frequently, and the pipe burying depth is checked; when the concrete rises to the bottom opening of the framework by more than 4m, the guide pipe is lifted again, the bottom opening of the guide pipe is higher than the bottom of the reinforcement cage by more than 2m, the pouring speed can be recovered, the normal pipe burying depth is kept, when the pouring is close to the pile top, the enough height of the guide pipe is kept, measures such as inserting a short guide pipe are adopted, the underwater concrete pouring surface is higher than the design height of the pile top by 1.0-1.5 m (the height is determined temporarily according to the conditions of the formation crack development, the karst cave and the like, and is determined by a design, supervision and an owner side), so that the laitance is removed, and the quality of the concrete pile body is ensured.
By adopting the technical scheme, the bottom opening of the conduit is higher than the bottom of the reinforcement cage framework by more than 2m, so that the pouring speed can be recovered, and the normal pipe burying depth can be kept; let the concrete face of pouring under water exceed pile top design elevation 1.0 ~ 1.5m, can conveniently clear away the laitance, ensure concrete pile body quality.
During actual work, the elevation of the concrete surface is measured before the guide pipe is detached, so that the poured concrete can reach the designed elevation.
The present invention in a preferred example can be further configured that, in step S8, the lifting of the guide tube should be kept centered to prevent the steel reinforcement cage from being touched, and the removed guide tube should be washed clean in time; filling coefficient is larger than 1.1 when concrete is poured; when the concrete pouring is finished, the pile casing is pulled out in time, and the orifice protection is well done; when concrete is poured, the concrete test pieces are kept according to the design and standard requirements.
By adopting the technical scheme, the lifting of the guide pipe is kept in the middle, the steel reinforcement cage can be prevented from being hung and touched, the detached guide pipe needs to be washed clean in time, and the subsequent assembly can be facilitated; the filling coefficient is set to be more than 1.1 when concrete is poured, so that the structural strength of the concrete pile can be ensured; the protective cylinder is pulled out timely, the orifice protection is well made, and the occurrence probability of accidents can be reduced.
The invention may further be configured in a preferred example, in step S8, after mechanical re-beating, making slurry and filling the karst cave, if slurry leakage continues, re-filling clay and rubble, then performing dry impact compaction, adding slurry to raise the water head to normal height for re-beating, blocking the slurry leakage position, and then using small stroke to continue drilling and re-beating.
By adopting the technical scheme, the mud-stone retaining wall formed by the invention can also increase the overflow resistance of concrete along a karst cave and the like during concrete pouring, thereby reducing the consumption of concrete.
The present invention may further be configured in a preferred example, in step S8, if there is no obvious effect of the clay plus rubble method in the repeated two-time treatment of the karst cave, before the steel reinforcement cage is placed, the slurry leakage position of the karst cave is determined according to the geological survey report and the actual situation, then the pouring casing is installed, the C15 concrete is used for pouring to fill the karst cave, and it is ensured that the concrete surface is poured to more than two meters above the slurry leakage position of the karst cave, and after 24 hours, the concrete is initially set and then re-drilled.
By adopting the technical scheme, the invention can treat the serious part of the karst cave which leaks slurry, thereby increasing the practicability of the invention.
In a preferred example, the invention may be further configured that, in step S7, a U-shaped canal is adopted to excavate the section during the earth excavation, the planned section during the earth excavation is manually excavated after lofting according to the design elevation, and is excavated to the end at one time, and the slot is checked in time to enter the next procedure for construction, wherein each construction operation section is 48-52 m; before the foundation excavation construction, a professional measurement engineer releases a foundation excavation sideline according to the requirements of a design drawing, a control pile is driven, and the established measurement sample mark needs to be properly protected to prevent displacement and loss. By adopting the technical scheme, the invention not only has beautiful result when excavating the earth, but also improves the working efficiency of excavation.
In summary, the invention includes at least one of the following beneficial technical effects:
1. according to the invention, by building the cofferdam and the channel, the influence of rainwater on the karst cave in the construction process can be effectively reduced, and meanwhile, by adopting a mud interception measure and a foundation pit drainage measure, mud can be prevented from entering the hole of the punching and pouring pile foundation of the karst cave after overflowing from the geological prospecting hole when pouring concrete, so that the influence of mud on the pouring pile is reduced, and the construction quality of the invention is improved.
2. The municipal pipeline is reserved beside the cast-in-place pile, and the anchor rod is used for reinforcing the construction site, so that the influence of municipal construction on karst cave construction is reduced, and the service life of the cast-in-place pile is prolonged.
3. The invention adopts different treatment modes for geology with different slurry leakage conditions in an underwater concrete pouring mode, can perform karst cave treatment on the geology with less slurry leakage in a karst area, and can perform karst cave treatment on a serious part in a construction site.
Drawings
FIG. 1 is a schematic flow chart of the karst region karst cave treatment method of the invention.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 1, the invention provides a karst area karst cave processing method based on punched cast-in-place piles, which comprises the following steps: the method comprises the steps of compacting a field before construction, building a cofferdam, building a channel, building a mud interception measure and a foundation pit drainage measure, performing percussion drilling construction through a rotary excavator, manufacturing and placing a reinforcement cage, embedding an anchor rod and a municipal pipeline, and treating karst cave slurry leakage through underwater concrete pouring.
By building the cofferdam and the channel, the influence of rainwater on the karst cave in the construction process can be effectively reduced; by adopting the mud interception measure and the foundation pit drainage measure, the mud can be prevented from entering the hole of the punching and pouring pile foundation of the karst cave after overflowing from the geological prospecting hole when pouring concrete, so that the influence of the mud on the pouring pile is reduced, and the construction quality of the invention is improved; the municipal pipeline is reserved beside the cast-in-place pile, and the anchor rod is used for reinforcing the construction site, so that the influence of later municipal construction on the cast-in-place pile is reduced, and the service life of the cast-in-place pile is prolonged; finally, the invention adopts different processing modes for geology with different slurry leakage conditions in an underwater concrete pouring mode, thereby ensuring that the invention has stronger applicability.
In practical work, the karst region karst cave treatment method comprises the following construction steps,
s1, compacting the site before construction,
leveling the ground by using an excavator, and filling all geological prospecting holes which possibly cause slurry leakage by using clay; then, compacting and flattening the whole field by using a road roller; finally, paving brick residues for further compaction.
In actual work, after the construction exploration is finished, cement mortar is not used for sealing the drill hole, and slurry is blown everywhere around the exploration hole due to overlarge pressure during concrete pouring, so that the technical scheme is adopted before construction. The purpose of doing so is to prevent that mud from causing the interior pressure of stake after overflowing from the ground prospecting hole when the concrete is poured, space grow, lead to the concrete surpass square. In the process of compacting the field, supervision and witness of the first party on the field are needed to master the actual consumption of machine shifts and brick slag materials used by mechanical equipment.
S2, building a cofferdam,
constructing a cofferdam in a land section with smooth ground, wherein cohesive soil is selected as much as possible for the foundation soil of the cofferdam and the soil for filling the cofferdam, the filling of the cofferdam is carried out from the lowest position, layering and compaction are carried out, and the height difference of the cofferdam is smaller than 15 cm;
during actual work, when the built cofferdam is subjected to layered and staged hydraulic reclamation, the cofferdam must be correspondingly layered and staged, and the cofferdam is not required to be heightened while the hydraulic reclamation is carried out. Weeds, tree roots, humus layers and the like on the cofferdam foundation must be removed; before the cofferdam is filled, the surface soil of the cofferdam base layer is turned loose, and then new soil is filled and compacted; when the foundation of the cofferdam is sandy soil, a groove is dug in the middle of the foundation of the cofferdam, and then the cohesive soil is backfilled.
S3, building a channel, namely,
firstly, cleaning surface soil on the ground, and then removing plant roots, branches and leaves, weeds, garbage and waste residues in an excavated surface; then 2 stands by 1m3An excavator is matched with 2 bulldozers to excavate old soil of the channel and remove silt at the bottom of the channel; finally, repairing the slope, and strictly constructing and setting out to prevent the loss of earthwork;
during actual work, the vegetation cleaning range extends to the distance of 3m outside the maximum excavation sideline shown in the construction drawing. Meanwhile, when the surface soil is cleaned, a section (encrypted at the gradual change section and the step) is measured and arranged every 20m according to the measured control line, construction setting-out is carried out, and the excavating and filling height is determined. In the channel excavation process, attention is constantly paid to the fact that a side slope cannot be loosened and the stability of the side slope is influenced, and meanwhile attention is paid to good drainage conditions of a working face in the whole construction period; and (4) tamping the foundation surface by using a road roller or a tamping machine, and carrying out the next procedure after acceptance inspection. During slope surface arrangement, a 30cm slope is reserved in the excavation process, an excavator is used for brushing the slope after the excavation is carried out for 3-4 m according to mechanical performance, and the mechanical slope brushing is reserved for about 5-10 cm to prevent earth from being brushed and lost.
S4, building mud interception measures and foundation pit drainage measures,
when a mud intercepting measure is built, an intercepting ditch is excavated at the position 1m away from the excavation line around a foundation pit of the mud intercepting measure to intercept mud, the width of the top of the intercepting ditch is 1.0m, the width of the bottom of the intercepting ditch is 0.5m, the depth of the intercepting ditch is 0.6m, a water collecting well with the depth of 1.0m is arranged, and water in the ditch is discharged into a water diversion channel introducing channel by a mud pump; when a foundation pit drainage measure is built, as the main bearing stratum of the sewage grid bridge and the flood wall building is weathered red sandstone or strongly weathered red sandstone, the building has certain special physical and mechanical characteristics of water expansion and water loss shrinkage, and a certain water level must be controlled when the foundation pit drains water;
s5, performing impact drilling construction through the rotary excavating machine,
when a hole is formed by using a rotary drilling machine and percussion drilling, slurry is adopted for wall protection, a punching hammer is used for punching, when a limestone layer is met, the stroke of the punching hammer is increased, the impact energy is increased, and the punching is stopped when the hole is impacted to a karst cave layer;
in actual work, when the karst cave is filled with fillers, the fillers are plastic or soft plastic loam, the karst cave is watertight and does not leak slurry, and no matter how big the karst cave is, no matter how many the karst cave is vertical, the karst cave can be constructed according to normal geological conditions without considering the existence of the karst cave.
The process flow of the percussion drill construction comprises the following steps: the method comprises the steps of pile position paying-off → slurry pool excavation and slurry ditch excavation → cylinder protection embedding → drilling machine positioning, hole position correction → impact hole forming, slurry circulation, waste slurry removal and hole cleaning and slurry replacement → final hole acceptance inspection, primary hole cleaning → steel reinforcement cage and steel sleeve lowering → secondary hole cleaning, underwater concrete pouring → pile forming maintenance.
The percussion drill construction key points are as follows:
1) when the hole is opened, the principle of low stroke (generally not more than 50 cm), thick slurry, slow footage and repeated flushing and smashing is mastered, so that a firmer slurry retaining wall is formed.
2) And water is timely supplied into the hole, and the height of a water head in the hole is kept. And throwing scattered clay into the hole in time, and keeping the relative density of the slurry in a certain height of the hole bottom to be about 1.2-1.30 so as to be beneficial to forming a good slurry wall protection and slurry suspension capacity.
3) In the punching process, the cutting edge of the cone is continuously worn and needs to be repaired and welded in time. When the depth is reached to a certain depth, slag is required to be removed, otherwise, the mud slag at the bottom of the hole is too thick, so that the resistance is too large, and the punching speed is hindered.
4) The presence or absence of hole deviation in the punched hole is often detected. Generally, the detection is carried out once when the soil layer changes, the punch cone is replaced or the punch is 5-8 m, if the hole detector cannot sink to the original punching depth or the position of the main rope is deviated from the center of the hole opening when the main rope is tensioned, hole deviation can occur.
S6, manufacturing and putting down a reinforcement cage,
hoisting the manufactured reinforcement cage into the cleaned pile hole by using matched equipment of the punching cast-in-place pile, and fixing;
during actual work, the steel reinforcement cage must be elaborately processed according to the requirements of design drawings, the variety, steel grade and size specification of the steel reinforcement meet the design requirements, and the manufacturing deviation meets the following regulations: main rib spacing: plus or minus 10 mm; the distance between the stirrups: plus or minus 20 mm; diameter of the steel reinforcement cage: plus or minus 10 mm; length of the reinforcement cage: plus or minus 100 mm; bending degree of main reinforcement: less than or equal to 1 percent; bending degree of the steel reinforcement cage: less than or equal to 1 percent.
During actual work, the welding requirements of the reinforcement cage are as follows: the steel bar of the steel bar cage manufactured in sections is lengthened by adopting single-side lap welding, the welding line is long by 10d, the closed hoop and the reinforcing ring adopt single-side lap welding, the welding line is long by 10d, joints are staggered when main bars are welded, the number of the steel bar joints in the same section is less than 50% of the total number of the main bars, most of spiral stirrups are spot-welded or bound with the main bars, and the strength of the steel bar cage is improved. When the tying is welded, the upper main rib and the lower main rib are aligned, and the upper axis and the lower axis of the reinforcement cage are kept consistent.
During actual work, the steel reinforcement cage protective layer requires:
(1) when the reinforcement cage is put into a hole, the pile position control line is used as a reference, the center of the reinforcement cage is slightly placed to the center line of the hole position to slowly enter the hole, the reinforcement cage is slowly put after being put into the hole, the reinforcement cage cannot rotate left and right, and the reinforcement cage is strictly forbidden to be put forcibly by high-lift and jerky.
(2) And installing a protective layer cushion block or a protective layer steel bar according to the design drawing requirement so as to ensure that the thickness of the main bar protective layer meets the design and specification requirements.
(3) The dirt on the surface of the welding part should be removed first.
(4) After the steel reinforcement cage is lowered and is downthehole to meet the requirements, can with the main reinforcement spot welding on the drill way protects a section of thick bamboo or firmly ligature in the drill way with the iron wire to make the steel reinforcement cage location and prevent the drunkenness.
S7, embedding anchor rods and municipal pipelines,
firstly, measuring and lofting the position of the municipal pipeline to be embedded; then, carrying out earth excavation, adopting a back-hoe excavator to dig a ditch when excavating the pipe trench of the earth, and manually combining a trimming mode to excavate; then, adopting the concrete cushion layer as a working surface of the embedded municipal pipeline, and installing the embedded municipal pipeline on the concrete cushion layer; then connecting the joints of the adjacent pipelines by adopting brick belt joints, and plugging mortar in the gaps after the pipe orifices are aligned so as to enable the joint parts to be tightly matched, and trowelling the surface of the inner wall of the pipeline; finally, embedding an anchor rod, backfilling earthwork of the pipeline, and checking the construction quality of the pipeline;
during actual work, when the earth of the pipeline is excavated, a back-hoe excavator is used for excavating to the position 0.3m away from the designed elevation in one step, and then bottom repairing and slope repairing are carried out manually.
S8, pouring underwater concrete to treat karst cave slurry leakage,
for the found karst cave or the karst ditch construction process that slurry leaks from the karst cave, firstly, a clay and stone sheet wall building method is adopted to treat the karst cave: then, for the slowly-seeped slurry, the normal slurry circulation is not influenced, and the slurry concentration is properly improved to ensure a good slurry retaining wall; when the karst cave is larger and the slurry leakage is faster, the slurry pump stops circulating for a period of time, the slurry surface in the hole can be observed to sink slowly, and after backfilling stone chips and a small amount of clay are adopted to build the wall, mechanical re-striking, slurry building and karst cave filling are carried out.
Preferably, in step S3, the method further includes building water seepage interception measures, specifically: four standard pipe wells with the diameter of 50cm are respectively arranged at the positions, 1.5m away from the opening line of the foundation pit, of the two sides of the trash rack bridge, and the depth of each standard pipe well is 2.0 m. The water seepage interception measures can prevent the pressure in the pile from reducing and the space from increasing, which leads to the over-square of the concrete, after the water seepage from the geological prospecting hole overflows when the concrete is poured. During actual work, in the process of compacting a field, supervision and witness on the field of the first party are needed, and the actual usage amount of machine shifts and brick slag materials of used mechanical equipment is mastered.
Preferably, in step S3, open trench mud drainage is adopted for the foundation pit of the mud blocking measure, a mud drainage trench is excavated during the excavation of the foundation pit, the width of the mud drainage trench is 0.5m, the depth of the mud drainage trench is 0.8m, a mud collection well with the depth of 1.5 × 1.5m is arranged, mud is discharged out of the cofferdam by a mud pump, and the distance between the water surface and the soil surface in the trench is kept to be 0.5m during mud drainage. Therefore, the invention realizes the arrangement of the foundation pit for the mud interception measure, and during the actual construction, the mud can be basically mixed with a large amount of water, and the mud is basically a mud-water mixture, so the mud discharge ditch and the mud collection well can be used for discharging mud and water, and the practicability of the invention is enhanced by the mud discharge ditch and the mud collection well.
Preferably, in step S3, the periphery of the foundation pit should be reasonably set to be level according to geological conditions to prevent collapse; meanwhile, a drainage ditch and a water collection well are dug in the foundation pit and used as temporary facilities; if accumulated water exists in the foundation pit, water should be pumped in time before the foundation concrete construction, and the foundation is kept dry.
The invention can prevent collapse in the construction process by slope relief, thereby improving the construction safety performance; through in time draw water, set up the escape canal and set up the drainage performance of this application of reinforcing that the sump pit can be further. In actual work, the drainage ditch and the sludge discharge ditch can be the same, and the water collecting well and the sludge collecting well can also be the same.
Preferably, in step S5, when the reinforcement cage is inserted into the hole, the pile position control line is used as a reference, the center of the reinforcement cage is aligned with the center line of the hole site and is slowly inserted into the hole, the reinforcement cage should be slowly and slowly inserted into the hole after being inserted into the hole, the reinforcement cage should not rotate left and right, and the reinforcement cage should be strictly prohibited from being forcibly inserted into the hole by high-lift and jerky movement; meanwhile, after the steel reinforcement cage is placed in the hole and meets the requirements, the main reinforcement is spot-welded on the orifice protective cylinder or is firmly bound on the orifice by an iron wire, so that the steel reinforcement cage is positioned and prevented from moving. Therefore, the steel reinforcement cage can be placed more accurately by slowly entering the steel reinforcement cage into the hole, and the inaccurate placement of the steel reinforcement cage is prevented; through protecting a section of thick bamboo and drill way, enable the steel reinforcement cage location more accurate to prevent the steel reinforcement cage drunkenness.
Preferably, in step S8, during the concrete pouring process, the rising height of the concrete surface is detected frequently, and the pipe burying depth is checked; when the concrete rises to the bottom opening of the framework by more than 4m, the guide pipe is lifted again, the bottom opening of the guide pipe is higher than the bottom of the reinforcement cage by more than 2m, the pouring speed can be recovered, the normal pipe burying depth is kept, when the pouring is close to the pile top, the enough height of the guide pipe is kept, measures such as inserting a short guide pipe are adopted, the underwater concrete pouring surface is higher than the design height of the pile top by 1.0-1.5 m (the height is determined temporarily according to the conditions of the formation crack development, the karst cave and the like, and is determined by a design, supervision and an owner side), so that the laitance is removed, and the quality of the concrete pile body is ensured.
During actual work, the elevation of the concrete surface is measured before the guide pipe is detached, so that the poured concrete can reach the designed elevation.
Further, in step S8, the guide tube should be lifted to be centered to prevent the steel reinforcement cage from being touched by the hanging guide tube, and the detached guide tube should be washed clean in time; filling coefficient is larger than 1.1 when concrete is poured; when the concrete pouring is finished, the pile casing is pulled out in time, and the orifice protection is well done; when concrete is poured, the concrete samples are kept according to the design and standard requirements, and the 28d strength is measured.
The lifting of the guide pipe is kept in the middle, the steel reinforcement cage can be prevented from being hung and touched, the detached guide pipe needs to be washed clean in time, and the subsequent assembly can be facilitated; the filling coefficient is set to be larger than 1.1 when concrete is poured, and the strength of the concrete is set to be 28d, so that the structural strength of the concrete pile can be ensured; the protective cylinder is pulled out timely, the orifice protection is well made, and the occurrence probability of accidents can be reduced.
Furthermore, in step S8, after mechanical re-striking, slurry making, and cave filling, if slurry leakage continues, clay and rubble are re-backfilled, and then dry impact compaction is performed, and slurry is added to raise the water head to a normal height for re-striking, and the slurry leakage is blocked and then re-striking is continued by using a small stroke. The mud-rock protecting wall formed by the invention can also increase the overflow resistance of concrete along a karst cave and the like when the concrete is poured, thereby reducing the consumption of the concrete.
In step S8, if there is no obvious effect in the two-time treatment of the karst cave by the clay and rubble method, before the steel reinforcement cage is placed, the position of the karst cave where the slurry leaks is determined according to the geological survey report and the actual situation, then the pouring casing is placed, the C15 concrete is used for pouring to fill the karst cave, and it is ensured that the concrete surface is poured more than two meters above the slurry leaking position of the karst cave, and after 24 hours, the concrete is re-drilled after the initial setting is completed. Therefore, the method can treat the serious part of the karst cave which leaks slurry, thereby increasing the practicability of the method.
Preferably, in step S7, a U-shaped trench is adopted to excavate the section during the earth excavation, the planned sections during the earth excavation are manually excavated after lofting according to the design elevation, and are excavated to the end at one time, and the trench is checked in time to enter the next procedure for construction, wherein each construction operation section is 48-52 m; before the foundation excavation construction, a professional measurement engineer releases a foundation excavation sideline according to the requirements of a design drawing, a control pile is driven, and the established measurement sample mark needs to be properly protected to prevent displacement and loss. By adopting the technical scheme, the invention not only has beautiful result when excavating the earth, but also improves the working efficiency of excavation.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (10)
1. A karst area karst cave processing method based on punched cast-in-place piles is characterized by comprising the following construction steps,
s1, compacting the site before construction,
leveling the ground by using an excavator, and filling all geological prospecting holes which possibly cause slurry leakage by using clay; then, compacting and flattening the whole field by using a road roller; finally paving brick residues for further compaction;
s2, building a cofferdam,
constructing a cofferdam in a land section with smooth ground, wherein cohesive soil is selected as much as possible for the foundation soil of the cofferdam and the soil for filling the cofferdam, the filling of the cofferdam is carried out from the lowest position, layering and compaction are carried out, and the height difference of the cofferdam is smaller than 15 cm;
s3, building a channel, namely,
firstly, cleaning surface soil on the ground, and then removing plant roots, branches and leaves, weeds, garbage and waste residues in an excavated surface; then 2 stands by 1m3An excavator is matched with 2 bulldozers to excavate old soil of the channel and remove silt at the bottom of the channel; finally, repairing the slope, and strictly constructing and setting out to prevent the loss of earthwork;
s4, building mud interception measures and foundation pit drainage measures,
when a mud intercepting measure is built, an intercepting ditch is excavated at the position 1m away from the excavation line around a foundation pit of the mud intercepting measure to intercept mud, the width of the top of the intercepting ditch is 1.0m, the width of the bottom of the intercepting ditch is 0.5m, the depth of the intercepting ditch is 0.6m, a water collecting well with the depth of 1.0m is arranged, and water in the ditch is discharged into a water diversion channel introducing channel by a mud pump; when a foundation pit drainage measure is built, as the main bearing stratum of the sewage grid bridge and the flood wall building is weathered red sandstone or strongly weathered red sandstone, the building has certain special physical and mechanical characteristics of water expansion and water loss shrinkage, and a certain water level must be controlled when the foundation pit drains water;
s5, performing impact drilling construction through the rotary excavating machine,
when a hole is formed by using a rotary drilling machine and percussion drilling, slurry is adopted for wall protection, a punching hammer is used for punching, when a limestone layer is met, the stroke of the punching hammer is increased, the impact energy is increased, and the punching is stopped when the hole is impacted to a karst cave layer;
s6, manufacturing and putting down a reinforcement cage,
hoisting the manufactured reinforcement cage into the cleaned pile hole by using matched equipment of the punching cast-in-place pile, and fixing;
s7, embedding anchor rods and municipal pipelines,
firstly, measuring and lofting the position of the municipal pipeline to be embedded; then, carrying out earth excavation, adopting a back-hoe excavator to dig a ditch when excavating the pipe trench of the earth, and manually combining a trimming mode to excavate; then, adopting the concrete cushion layer as a working surface of the embedded municipal pipeline, and installing the embedded municipal pipeline on the concrete cushion layer; then connecting the joints of the adjacent pipelines by adopting brick belt joints, and plugging mortar in the gaps after the pipe orifices are aligned so as to enable the joint parts to be tightly matched, and trowelling the surface of the inner wall of the pipeline; finally, embedding an anchor rod, backfilling earthwork of the pipeline, and checking the construction quality of the pipeline;
s8, pouring underwater concrete to treat karst cave slurry leakage,
for the found karst cave or the karst ditch construction process that slurry leaks from the karst cave, firstly, a clay and stone sheet wall building method is adopted to treat the karst cave: then, for the slowly-seeped slurry, the normal slurry circulation is not influenced, and the slurry concentration is properly improved to ensure a good slurry retaining wall; when the karst cave is larger and the slurry leakage is faster, the slurry pump stops circulating for a period of time, the slurry surface in the hole can be observed to sink slowly, and after backfilling stone chips and a small amount of clay are adopted to build the wall, mechanical re-striking, slurry building and karst cave filling are carried out.
2. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 1, wherein in step S4, a water seepage interception measure is further constructed, specifically: four standard pipe wells with the diameter of 50cm are respectively arranged at the positions, 1.5m away from the opening line of the foundation pit, of the two sides of the trash rack bridge, and the depth of each standard pipe well is 2.0 m.
3. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 2, wherein in step S4, open trench is adopted for the foundation pit of the mud blocking measure, the mud drainage trench is excavated during the excavation of the foundation pit, the width of the mud drainage trench is 0.5m, the depth of the mud drainage trench is 0.8m, a mud collection well with the depth of 1.5 x 1.5m is arranged, the mud is discharged out of the cofferdam by a mud pump, and the water surface in the trench is kept 0.5m away from the soil surface during the mud drainage.
4. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 3, wherein in step S4, reasonable slope relief should be performed around the foundation pit according to geological conditions to prevent collapse; meanwhile, a drainage ditch and a water collection well are dug in the foundation pit and used as temporary facilities; if accumulated water exists in the foundation pit, water should be pumped in time before the foundation concrete construction, and the foundation is kept dry.
5. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 4, wherein in step S6, when the reinforcement cage is inserted into the hole, the center of the reinforcement cage is aligned with the central line of the hole site and is lightly inserted into the hole by taking the pile position control line as a reference, the reinforcement cage is slowly inserted into the hole and is slowly inserted into the hole, the reinforcement cage is not rotated left and right, and the high-lift and high-fall forced insertion is strictly prohibited; meanwhile, after the steel reinforcement cage is placed in the hole and meets the requirements, the main reinforcement is spot-welded on the orifice protective cylinder or is firmly bound on the orifice by an iron wire, so that the steel reinforcement cage is positioned and prevented from moving.
6. The karst area cavern processing method based on the punched cast-in-place pile as claimed in any one of claims 1 to 5, wherein in the step S8, during the concrete pouring process, the rising height of the concrete surface is detected frequently, and the buried pipe depth is checked; when the concrete rises to the framework bottom opening by more than 4m, the guide pipe is lifted again, so that the bottom opening of the guide pipe is higher than the bottom of the reinforcement cage framework by more than 2m, the pouring speed can be recovered, the normal pipe burying depth is kept, when the pouring is close to the pile top, the enough height of the guide pipe is kept, measures such as inserting a short guide pipe are adopted, the underwater concrete pouring surface is higher than the design elevation of the pile top by 1.0-1.5 m, so that laitance is removed, and the quality of a concrete pile body is ensured.
7. The karst region karst cave processing method based on the bored pile according to claim 6, wherein in step S8, the guide tube is lifted to be kept centered to prevent the steel reinforcement cage from being hung, and the detached guide tube is washed clean in time; filling coefficient is larger than 1.1 when concrete is poured; when the concrete pouring is finished, the pile casing is pulled out in time, and the orifice protection is well done; when concrete is poured, the concrete test pieces are kept according to the design and standard requirements.
8. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 7, wherein in step S8, after mechanical redrawing, slurry making and karst cave filling, if slurry leakage continues, clay and rubbles are backfilled again, then dry impact compaction is carried out, slurry is added to raise the water head to a normal height for redrawing, and the slurry leakage position is blocked and then drilling and redrawing are carried out continuously with a small stroke.
9. The karst region karst cave processing method based on the punched cast-in-place pile as claimed in claim 8, wherein in step S8, if the clay and rubble method has no obvious effect on the karst cave after two times of repeated processing, before placing the reinforcement cage, the karst cave slurry leakage position is determined according to the ground exploration report and the actual situation, then the pouring casing pipe is placed, the karst cave is filled by C15 concrete, the karst cave is filled, the concrete surface is guaranteed to be poured more than two meters above the slurry leakage position of the karst cave, and after 24 hours, the concrete is initially set and then re-drilling construction is carried out.
10. The karst region karst cave processing method based on the punched filling pile as claimed in claim 9, wherein in step S7, a U-shaped canal is adopted for excavation section during earthwork excavation, the planned section during earthwork excavation is manually excavated after lofting according to a designed elevation, and is excavated to the bottom once, and simultaneously, the slot is checked in time to enter the next process for construction, and each construction operation section is 48-52 m; before the foundation excavation construction, a professional measurement engineer releases a foundation excavation sideline according to the requirements of a design drawing, a control pile is driven, and the established measurement sample mark needs to be properly protected to prevent displacement and loss.
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Application publication date: 20200901 |