CN108589704B - Construction method of punching cast-in-place pile - Google Patents
Construction method of punching cast-in-place pile Download PDFInfo
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- CN108589704B CN108589704B CN201810323106.3A CN201810323106A CN108589704B CN 108589704 B CN108589704 B CN 108589704B CN 201810323106 A CN201810323106 A CN 201810323106A CN 108589704 B CN108589704 B CN 108589704B
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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
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
Abstract
The invention relates to the field of building construction, and provides a method for constructing a punching cast-in-place pile aiming at the problem of low perpendicularity of a pile hole caused by blocking a hammer and inclined holes, which can ensure that the stress surface of a percussion hammer is uniform and the perpendicularity of the pile hole is higher, and the technical scheme is as follows: the method comprises the steps of measuring and setting-out, positioning and advanced drilling, boulder blasting, impacting and forming a hole, backfilling after the boulder is formed when the hole is formed to the same horizontal section in a pile hole and contains the boulder and a soil body, installing a reinforcement cage in the hole, and pouring concrete in the hole. When the same horizontal section in the pile hole contains the boulder and the soil body through backfilling the angle stone, the stress surface of the impact hammer is uniformly distributed, the condition that the pile hole is vertically reduced due to the fact that the hammer is clamped and the inclined hole is formed is avoided, the pile hole is guaranteed to be high in verticality, and the quality of the punching cast-in-place pile is guaranteed.
Description
Technical Field
The invention relates to the field of building construction, in particular to a construction method of a punching cast-in-place pile.
Background
A punched cast-in-place pile is one type of cast-in-place pile. The cast-in-place pile is formed by directly forming holes on the pile position of a construction site, then placing a reinforcement cage and then pouring concrete. The construction of the punching cast-in-place pile is that a punching machine is used for punching holes to form holes for the slurry retaining wall.
When the punching cast-in-place pile is constructed in a bead string type boulder group zone, the bead string type boulder group is a multi-layer bead penetrating structure, the number of single pile layers reaches as many as 9, the vertical height is 0.5m-18.90m, the maximum thickness of a single layer reaches 8.5m, the total thickness of boulders reaches 19.8m, the boulder lithology is granite, the hardness is high, and great difficulty is brought to construction.
At present, make the boulder broken in order to reduce the construction degree of difficulty through the mode of blasting to the boulder usually, nevertheless because the boulder is underdeveloped, the boulder distributes and develops the trend very complicacy, even the boulder blasting back, the condition that existing boulder has the soil body still can appear in same stake hole cross-section, atress contact surface is uneven when will leading to the pile hammer to strike, easy card hammer, inclined hole lead to the stake hole straightness that hangs down low, seriously influence the quality of punching bored concrete pile, improve the space in addition.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a construction method of a punching cast-in-place pile, which has the advantage of high perpendicularity of a pile hole.
In order to achieve the purpose, the invention provides the following technical scheme:
a construction method of a punching cast-in-place pile comprises the following steps:
(1) measuring and paying off;
(2) positioning and advanced drilling;
(3) blasting boulders;
(4) and (3) impact pore-forming, specifically as follows:
embedding a pile casing, impacting by an impact hammer to form a pile hole, backfilling 20-80 cm-diameter corner stones when the hole is formed until the same horizontal section in the pile hole simultaneously contains boulders and soil, and impacting until the hole is formed to the designed depth;
(5) a steel reinforcement cage is arranged in the hole;
(6) and concrete is poured in the holes.
By adopting the technical scheme, the position of the punching bored concrete pile is determined by measuring and setting out, the distribution condition of the underground boulder at the pile forming position is explored by advanced drilling to guide blasting operation, when the boulder and soil are simultaneously contained in the same horizontal section from the hole to the pile hole in the punching process, the angle stones with the particle size of 20cm-80cm are backfilled, so that the stress surface is uniformly distributed when the impact hammer impacts the pile hole, the condition that the verticality of the pile hole is reduced due to the fact that the impact hammer is clamped and inclined holes are generated due to uneven stress when impacting is avoided, the verticality of the pile hole is guaranteed to be high, the quality of the punching bored concrete pile is guaranteed, and due to the fact that the particle size of the backfilled angle stones is 20cm-80cm, the problem that the angle stones are too small to cause insufficient bearing strength and then the angle stones are easy to crush is avoided.
Preferably, the cornerstone with the grain diameter of 40cm-60cm is backfilled in the step (4).
By adopting the technical scheme, the particle size of the backfilled angle stones is 40-60 cm, so that the problem that the bearing strength is insufficient due to over-small angle stones and the angle stones are easy to crush is avoided, and meanwhile, the angle stones are easy to distribute in pile holes and the gaps between the adjacent angle stones are small due to moderate size of the angle stones.
Preferably, the angle stones are obtained by screening broken boulders dug after blasting underground boulders.
By adopting the technical scheme, because the broken boulder dug out after the boulder is blasted by the underground boulder is obtained by screening, the boulder is consistent with the boulder in hardness and strength, and the bottom to be impacted of the pile hole is better reinforced uniformly through the boulder, so that the stressed surface is uniformly distributed when the impact hammer impacts, and the conditions of blocking and inclined holes are better avoided.
Preferably, the step (3) includes: and (4) burying a PVC pipe in the advanced drilling hole and installing explosive at the boulder according to the advanced drilling result.
Adopt above-mentioned technical scheme, provide stable space for the explosive installation through burying the PVC pipe underground, install the explosive at boulder according to the result of advanced drilling, in the multilayer string of beads formula boulder of guaranteeing the underground distribution, every layer of boulder homoenergetic receives the explosive blasting, with the degree of difficulty of punching a hole that reduces follow-up step of punching a hole, make simultaneously according to the result of advanced drilling need not to install the explosive at boulder department, and then reduce the explosive total amount, and reduce cost, it receives the impact damage when the blasting to reduce ground simultaneously, reduce the condition of hole collapse.
Preferably, the explosive is installed in sections by using a graduated scale in the step (3).
By adopting the technical scheme, the explosives are accurately installed in the corresponding boulders in a segmented mode through the graduated scale, and the blasting effect on each layer of boulders is guaranteed.
Preferably, in the step (3), the PVC pipe holes are plugged and closed after the explosive is placed.
By adopting the technical scheme, the PVC pipe hole is blocked after the explosive is installed in the PVC pipe, so that during blasting, the explosive is blocked and buffered by the blocking object along the impact in the vertical direction, the effect of impacting the boulder along the horizontal direction during blasting is improved, and the blasting effect is better.
Preferably, the PVC pipe is buried in the step (3) and water is poured into the PVC pipe, and when the length of the PVC pipe is increased by 10 meters, the corresponding water pouring pressure is increased by 0.2MPa to 0.3MPa and the lowest water pouring pressure is 0.2MPa to 0.3 MPa.
Adopt above-mentioned technical scheme, through watering in the PVC pipe towards for bury underground the in-process of PVC pipe, make sand and soil be difficult to get into intraductally through intraductal water pressure, guarantee that the PVC pipe is unblocked, avoid the PVC pipe to block up, so that the installation explosive.
Preferably, in the step (4), the thickness of the sediment at the pile end is detected after the hole is formed to the designed depth.
By adopting the technical scheme, the thickness of the pile end sediments is detected after the hole is formed to the designed depth, so that the thickness of the pile end sediments is moderate, the end part of the pile hole has stronger bearing strength, and the thickness of the pile end sediments is ensured to meet the design requirement.
Preferably, when the impact hammer impacts to form a pile hole in the step (4), firstly, the hammer is impacted tightly at a low hammer height of 0.4m-0.6m, and the wall is protected by adding the rubble, gravel and clay slurry, and the hole is shifted to normal impact with the hammer height of 2m-3.5m after reaching the position 3m-4m below the bottom of the pile casing.
By adopting the technical scheme, the hole wall is extruded compactly by low-hammer dense impact, and normal impact is carried out after the hole depth reaches 3-4 m below the bottom of the pile casing, so that the dense hole wall at the top of the pile hole is ensured, the length of the dense section is larger, the stability of the top of the pile hole is ensured, and hole collapse is avoided.
Preferably, in the step (4), slag is discharged and pulp is supplemented after each impact of 1m-2 m.
By adopting the technical scheme, slag is discharged and slurry is supplemented after each impact of 1-2 m, so that the impact force of the impact hammer on the top of the pile hole is prevented from being weakened when excessive sediment is generated, the effect of impact hole forming is ensured, and sufficient slurry in the pile hole is kept to generate water pressure to support the inner side wall of the pile hole and protect the inner side wall of the pile hole through slurry supplement, so that hole collapse is avoided.
In conclusion, the invention has the following beneficial effects:
1. when the same horizontal section in the pile hole simultaneously contains the boulder and the soil body, the stress surface of the impact hammer is uniformly distributed by backfilling the angle stone, so that the condition that the verticality of the pile hole is reduced due to the fact that the hammer is clamped and inclined holes are generated is avoided, the verticality of the pile hole is ensured to be higher, and the quality of the punched cast-in-place pile is ensured;
2. the broken boulders dug out after blasting are used as angle stones to be backfilled, so that the hardness and the strength of the angle stones and the boulders are consistent, and the reinforcing effect of the angle stones on the bottom to be impacted of the pile hole is more uniform;
3. the explosive is accurately installed in the corresponding boulders in a subsection mode through the advanced drilling matched with the graduated scale, so that the blasting effect on each layer of boulders is guaranteed, meanwhile, the explosive does not need to be installed at the positions without the boulders, the total amount of the explosive is reduced, the cost is reduced, and the situation of hole collapse is reduced due to the fact that the ground is damaged by impact;
4. the PVC pipe hole is blocked after the explosive is installed in the PVC pipe, so that the impact of the explosive in the vertical direction is blocked and buffered, the effect of the explosive impacting the boulder in the horizontal direction is improved, and the blasting effect is better;
5. high-pressure irrigation is conducted towards the PVC pipe through embedding the PVC pipe, and sand is prevented from blocking the PVC pipe by utilizing water pressure in the pipe, so that explosive is convenient to install.
Drawings
FIG. 1 is a main process flow diagram of the construction method of the cast-in-situ punched pile according to the present invention;
fig. 2 is a schematic structural diagram of installation of the boulder blasting explosive in the present invention.
In the figure: 1. drilling a pilot hole; 11. boulders; 2. PVC pipes; 21. an explosive; 22. building the melon and rice stone; 3. a buffer assembly; 31. bedding sand bags; 32. supporting logs; 33. an iron plate; 34. and pressing the sand bag.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
Example 1
A construction method of a punching cast-in-place pile refers to fig. 1, and comprises the following steps:
s001, measuring and paying off specifically as follows:
and (3) measuring and placing the pile position by using a theodolite and a total station, inserting a steel bar into the center of the pile position, driving a control pile around to control the center of the pile position, and fixing the control pile by using mortar.
S002 positioning and advanced drilling are as follows:
and (3) positioning the pile position with high precision, drilling a first hole in the coordinate center position of the drilled hole, drilling a second hole if the development of the boulder is complex and uncertain according to an engineering geological survey report, taking a core in the whole hole, and taking a color digital photo. The site exploration holes are arranged by design, and each hole is drilled into the continuous slightly weathered rock to be not less than 5.5 m.
S003 boulder blasting, which is specifically as follows:
firstly, through precise design calculation, selecting a differential control blasting method, carrying out test blasting on the boulders with different weathering and crack development degrees of rock masses through a multi-blasthole dispersed charging and multi-section millisecond differential blasting technology, properly adjusting blasting parameters according to the test blasting conditions, and switching to normal blasting operation after the test blasting is feasible.
Then, blasting network laying is carried out, pulling out or hard pulling of the electric detonator leg wire in the blasting explosive package or the electric detonator leg wire in the blasting explosive package is forbidden in the blasting network laying process, and resistance and insulation inspection is carried out on the blasting equipment in advance. The same section of double detonators are connected in parallel in the hole, the double detonators are connected in series outside the hole, the single hole is single-section, and each hole pile is independently detonated.
Then setting blasting warning, and sending a forenotice signal, a detonation signal and a disarm signal in sequence for each blasting. The first signal is a forenotice signal, warning personnel clear the blast area from inside to outside, and all personnel and mechanical equipment which are irrelevant to blasting are immediately removed to a safe area. The second signal is a detonation signal, the personnel and equipment are confirmed to be completely evacuated from the dangerous area, and when the safety detonation condition is met, the detonation signal is sent by a person in charge of the blasting professional project. The third time is a disarm signal, and after the safety is confirmed through inspection, the person in charge of the project sends an alarm signal.
The equipment is inspected before blasting, and when the powder charge is blocked, each link is carefully inspected, so that the blasting circuit of the blasting cartridge and the broken detonator is prevented from being damaged, and the blind shot is prevented. If a blind shot is found, keeping alert before processing.
S004 impact pore-forming is as follows:
and embedding a pile casing, wherein the pile casing is made of a steel plate with the thickness of 6mm, the height of the pile casing is 1.5m, the inner diameter of the pile casing is 20cm larger than the diameter of the pile, 2 grout overflow holes are formed in the upper part of the pile casing, after the center of the pile position is checked, the periphery of the pile casing is backfilled and tamped in a layered mode by using clay, and the embedding depth of the pile casing is 1.2 m.
After the pile casing is buried, the pile driver is in place, the center of the impact hammer is aligned to the center of the pile casing, the deviation is not more than +/-20 mm, and the impact hammer impacts the ground to form a pile hole.
When the boulder is not completely developed and causes the impact hammer to impact the water surface section of the pile hole with both boulder and soil, backfilling the corner stones with the grain size within the range of 20cm-80cm, and then continuously impacting the bottom of the pile hole until the designed depth is reached.
And a reinforcement cage is arranged in the S005 hole, and the concrete steps are as follows:
when the steel reinforcement framework is welded, the length of a single-side welding line is larger than 10 times of the diameter of the pile body, the height of the welding line is larger than 0.3 time of the diameter of the pile body and larger than 4mm, the width of the welding line is larger than 0.7 time of the diameter of the pile body and not smaller than 10mm, and the area of a longitudinal bar joint in the same section is not larger than 50%.
When the ultrasonic detection tube is buried, the ultrasonic detection tube is directly fixed on the inner side of a reinforcement cage through binding or welding, the distance between fixed points is less than 2 meters, the reinforcement cage is prevented from being distorted when being placed in a pile hole, the tube is parallel and vertical to the tube, the acoustic detection tube is installed along with the reinforcement cage, clear water is filled in the tube, the tube is covered or plugged and sealed after being installed, foreign bodies fall into the tube when concrete is poured tightly, and the hole is blocked. The embedding depth is 50mm-500mm above the bottom of the cast-in-place pile, and the exposed heights of the sounding pipes of the same pile are the same.
And concrete is poured in the S006 hole.
The distribution condition of underground boulders in the pile hole range is explored in advance through advanced drilling, so that explosives can be buried at the boulders according to the distribution condition of the boulders, the explosive mounted on a soil body part is reduced, waste is reduced, the blasting effect is accurate, meanwhile, the damage of the whole blasting impact to the ground is reduced, and the hole collapse condition during subsequent punching is reduced.
When the impact hammer impacts to the water surface section of the pile hole to form both the boulder and the soil body, the angle stones with the grain diameters within the range of 20-80 cm are backfilled, so that the stress surface of the impact hammer is uniformly distributed when the impact hammer continues to impact, the condition that the impact hammer is clamped and inclined holes are caused due to uneven stress surface when the impact hammer impacts due to large hardness and strength difference between the soil body and the boulder is avoided, the perpendicularity of the pile hole is improved, and the quality of the punching cast-in-place pile is further improved.
The particle size range of the backfilled angle stones is 20cm-80cm, so that the effect that the stress surface of the impact hammer is uniformly distributed due to the fact that the strength is reduced and the impact hammer is easy to crush due to the fact that the angle stones are too small is avoided, and meanwhile the situation that the angle stones are difficult to distribute and pile holes are difficult to form due to the fact that the angle stones are too large is avoided.
The stability of pile hole top is improved through burying the pile casing underground, makes things convenient for the pile hammer centering simultaneously.
Example 2
The difference from the embodiment 1 is that in S004, when the boulder is not completely developed and causes the impact hammer to impact the water surface section of the pile hole with both the boulder and the soil body, the angle stones with the grain diameter within the range of 40cm-60cm are backfilled, and then the bottom of the pile hole is impacted continuously until the designed depth is reached.
Because the particle size range of the backfilling cornerstone is 40cm-60cm, the cornerstone has enough volume and is convenient to distribute in the pile hole, and the gap between the adjacent cornerstones is small.
Example 3
The difference from the example 2 is that in S003, referring to fig. 2, a PVC pipe buried in the pilot hole 1 is used as a conduit, and water is filled into the PVC pipe 2 during the installation of the PVC pipe, and the filling water pressure is increased by 0.3MPa when the length of the PVC pipe is increased by 10 meters, and the length of the PVC pipe is less than 10 meters, and the PVC pipe is ensured to be accurate and not to contain sand and soil.
According to the distribution condition of the boulders 11, high-pressure water is filled into the PVC pipe holes, the explosive 21 is hoisted downwards in a segmented mode through the graduated scale, the explosive 21 is placed according to the distribution height of the boulders 11 displayed by advanced drilling, and the explosive 21 is a tubular emulsified underwater explosive 21 and is 60mm in diameter. When the hole is blocked during charging, the charging is stopped and the treatment is carried out in time, and before the detonator primary explosive package is not filled, the long rod can be used for treating but not the drilling tool.
After the explosive 21 is installed, the pipe hole is blocked by the building melon-rice stone 22, so that the detonator leg wire is prevented from being pulled too tightly during blocking, and the detonator leg wire is prevented from being broken and damaged.
Through burying PVC pipe 2 underground as the pipe, for explosive 21 installation provides sufficient and stable space, play the guard action to explosive 21 simultaneously, and 2 intensity of PVC pipe are general, easily explode the bits of broken glass, avoid PVC pipe 2 to absorb the impact energy of explosive 21 in a large number and lead to reducing the effect to the 11 blasting of boulder.
Through filling water in burying PVC pipe 2 underground, utilize water pressure for in the sandy soil in the leading drill hole 1 is difficult to get into PVC pipe 2, avoids PVC pipe 2 to be blockked up, and is unobstructed when guaranteeing follow-up installation explosive 21.
Through adopting scale accurate positioning installation explosive 21 for the explosive 21 mounted position is more accurate, and in order to guarantee that explosive 21 all installs 11 departments at boulder, guarantees the blasting effect, simultaneously because explosive 21 installs accurately, better reduction is in order to lead to the waste at soil body position installation explosive 21, and it is better to reduce the effect that the blasting was strikeed to ground.
The pipe hole is blocked by the building melon and rice stone 22, so that the impact force in the vertical direction during blasting of the explosive 21 is blocked and buffered, and further the blasting impact force of the explosive 21 is better to impact along the horizontal direction so as to improve the blasting effect on the boulder 11.
Example 4
The difference from the embodiment 3 is that in S003, referring to fig. 2, after the pipe hole is plugged with the building melon-rice stone 22, the buffer assembly 3 for plugging the advanced drilling hole 1 is placed at the top of the advanced drilling hole 1, the buffer assembly 3 includes a circle of cushion sandbag 31 placed on the ground around the top of the advanced drilling hole 1, a support log 32 is placed above the cushion sandbag 31, the support log 32 is horizontally arranged, an iron plate 33 is placed above the support log 32, the iron plate 33 is horizontally arranged, and four layers of compressed sandbags 34 are stacked above the iron plate 33.
The advance drilling hole 1 is sealed and blocked through the buffer component 3, so that broken stones are prevented from being exploded out from the top of the advance drilling hole 1 to hurt people during blasting, and safety is improved.
Example 5
The difference from the embodiment 3 is that in S004, when the impact hammer impacts the ground to form a pile hole, the low hammer is used for close impact, the lifting height of the impact hammer is 0.4m, and slate, gravel and clay slurry are added to protect the wall, so that the hole wall is extruded and compacted until the hole depth reaches 3m below the bottom of the protective cylinder, the speed is increased, the lifting height of the impact hammer is increased to 2m, and the normal impact is carried out.
When punching, the slag is discharged once and the slurry is supplemented once when the hole with the depth of 1m is impacted until the design depth is reached.
After punching, testing the difference of different penetration degrees of the slurry and the rock by using a slurry sediment measuring instrument to identify the sediment thickness and the lithology of the bearing stratum, and ensuring that the sediment thickness at the pile end meets the design requirement.
The pile is closely impacted to the position 3m below the bottom of the pile casing by a low hammer to extrude the hole wall, and slate, gravel and clay slurry are added to the hole wall to protect the hole wall, so that the inner side wall of the top of the pile hole is stable, the hole collapse condition is reduced, and the construction quality and efficiency are guaranteed.
The slag is discharged once and the slurry is supplemented every time the 1m hole is impacted, the sediment thickness at the bottom of the hole is controlled, and the phenomenon that the impact force of an impact hammer is buffered to reduce the punching effect due to overlarge sediment thickness is avoided.
Example 6
The difference from the embodiment 5 is that in S004, when the hammer is impacted densely, the lifting height of the impact hammer is 0.6m, and after the hole depth reaches 4m below the bottom of the pile casing, the speed is increased, the lifting height of the impact hammer is increased to 3.5m, and the normal impact is switched.
When punching, the slag is discharged once and the slurry is supplemented once when the hole is impacted by 2m until the designed depth is reached.
The impact hammer promotes highly to increase in order to improve the efficiency of construction when low hammer is closely hit and normally assaulted, increases simultaneously that low hammer closely hits section stake hole depth, increases the closely knit stable part in stake hole top, guarantees the stability in stake hole.
Examples 1-6 the hornstones were obtained by screening crushed boulders dug out after blasting of underground boulders.
In the embodiment 1, the broken boulders are firstly screened by a screen with the aperture of 80cm to remove large boulders which cannot be screened, then the screened broken boulders are screened by a screen with the aperture of 20cm to remove small boulders which cannot be screened, and the boulders which cannot be screened are qualified cornerstones.
In the embodiment 2 to the embodiment 6, the broken boulders are firstly screened by a screen with the aperture of 60cm to remove large boulders which cannot be screened, then the screened broken boulders are screened by a screen with the aperture of 40cm to remove small boulders which cannot be screened, and the boulders which cannot be screened are qualified cornerstones.
The broken boulders dug out after the underground boulders are blasted are used as the angle stones, so that the strength and the hardness of the angle stones are consistent with those of the boulders remained in the pile holes, and the effect that the force bearing surfaces are respectively uniform when the impact hammer impacts the angle stones is backfilled is better and more stable.
The above description is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that modifications and embellishments within the scope of the invention may occur to those skilled in the art without departing from the principle of the invention, and are considered to be within the scope of the invention.
Claims (5)
1. A construction method of a punching pile is characterized in that: the method comprises the following steps:
(1) measuring and paying off;
(2) positioning and advanced drilling;
(3) blasting boulders;
(4) and (3) impact pore-forming, specifically as follows:
embedding a pile casing, impacting by an impact hammer to form a pile hole, backfilling 20-80 cm-diameter corner stones when the hole is formed until the same horizontal section in the pile hole simultaneously contains boulders and soil, and impacting until the hole is formed to the designed depth;
(5) a steel reinforcement cage is arranged in the hole;
(6) concrete is poured in the holes;
the angle stones are obtained by screening broken boulders dug out after blasting underground boulders;
the step (3) comprises the following steps: embedding a PVC pipe in the advanced drilling hole and installing explosive at the boulder according to the advanced drilling result;
irrigating water into the PVC pipe while burying the PVC pipe in the step (3), wherein the corresponding irrigation water pressure is increased by 0.2MPa to 0.3MPa and the minimum irrigation water pressure is 0.2MPa to 0.3MPa when the length of the PVC pipe is increased by 10 meters;
explosive is installed in sections by using a graduated scale in the step (3);
and (3) placing explosives and then blocking and sealing the PVC pipe hole.
2. A method of constructing a punched pile according to claim 1, wherein: and (4) backfilling the cornerstone with the particle size of 40-60 cm.
3. A method of constructing a punched pile according to claim 1, wherein: and (4) detecting the thickness of the sediment at the pile end after the hole is formed to the designed depth.
4. A method of constructing a punched pile according to claim 1, wherein: when the impact hammer impacts to form a pile hole in the step (4), firstly, the hammer is impacted densely at a low hammer height of 0.4-0.6 m, and the wall is protected by adding rubbles, gravels and clay slurry, and the hole is shifted to normal impact with the hammer height of 2-3.5 m after the hole depth reaches 3-4 m below the bottom of the pile casing.
5. A method of constructing a punched pile according to claim 4, wherein: and (4) deslagging and slurry supplementing after impacting 1m-2m in the step (4).
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| CN110106868B (en) * | 2019-05-15 | 2021-03-23 | 平煤神马建工集团有限公司 | Karst geology large-diameter pile foundation pore-forming process method |
| CN112432569A (en) * | 2020-11-03 | 2021-03-02 | 中建海峡建设发展有限公司 | Hole forming method for punching cast-in-place pile by water bag blasting |
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