CN115680007B - Pile group construction method suitable for mountain area complex geology - Google Patents
Pile group construction method suitable for mountain area complex geology Download PDFInfo
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- CN115680007B CN115680007B CN202211581314.6A CN202211581314A CN115680007B CN 115680007 B CN115680007 B CN 115680007B CN 202211581314 A CN202211581314 A CN 202211581314A CN 115680007 B CN115680007 B CN 115680007B
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- 238000010276 construction Methods 0.000 title claims abstract description 76
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 65
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 59
- 239000010959 steel Substances 0.000 claims abstract description 59
- 239000002689 soil Substances 0.000 claims abstract description 19
- 238000013461 design Methods 0.000 claims abstract description 6
- 238000005553 drilling Methods 0.000 claims description 45
- 230000002787 reinforcement Effects 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 11
- 239000010410 layer Substances 0.000 claims description 9
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 230000003068 static effect Effects 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 239000011229 interlayer Substances 0.000 claims description 2
- 230000002829 reductive effect Effects 0.000 description 8
- 239000002002 slurry Substances 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 239000000110 cooling liquid Substances 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of bridge pile foundation construction, and discloses a pile group construction method suitable for mountain complex geology, which comprises the steps of forming a pile hole I in a pile group construction site, pouring a mortar pile in the pile hole I, forming a pile hole II on the mortar pile, backfilling soil in the pile hole I to compact the pile hole I and the pile hole II, inserting a steel pile casing on the backfilling soil, forming a pile hole III on the backfilling soil according to a designed pile diameter, wherein the pile hole III has the same diameter as the pile hole II, distinguishing the pile hole III in a depth larger than the length of the mortar pile, pouring concrete in the pile hole III, completing the construction of the concrete pile, and repeating the operations for a plurality of times in the construction site, thus completing the construction of the pile group. The invention uses the mode of combining the mortar pile and the steel pile casing as the concrete pile wall, not only has stronger structural strength, but also greatly reduces the usage amount of the steel pile casing and effectively reduces the construction cost, and meanwhile, the construction machinery only needs to drill holes according to the design requirement, and the construction equipment requirement is lower.
Description
Technical Field
The invention relates to the technical field of bridge pile foundation construction, in particular to a pile group construction method suitable for mountain complex geology.
Background
The bridge pile foundation engineering is to form holes in site through mechanical drilling or manual hole digging and to set steel bar cage and to fill concrete to form concrete pile.
In the construction of special and complicated super-long pile foundation groups such as the deep collapsible loess in the valley in mountain areas, cave, silt, pebble interlayer and the like, as the stratum distribution is difficult to judge specifically, the traditional mud skin dado formed when the collapsible loess and silt layer are formed by drilling holes in a wet manner through impact drilling and rotary digging drilling is easy to collapse when meeting water, the cave is easy to leak slurry, the construction progress is slow because the leaked slurry exceeds a ground characteristic wire, and if the technology of fully-sleeved protective barrels for follow-up drilling is adopted, the defects that a reinforcement cage floats easily when concrete is poured, the requirement on construction equipment is high, the manufacturing cost is high and the like are overcome.
Disclosure of Invention
Aiming at the defects in the background technology, the invention provides a pile group construction method suitable for mountain complex geology, and the method combines the mortar pile and the steel pile casing to be used as a concrete pile wall, so that the concrete pile wall has stronger structural strength, the usage amount of the steel pile casing is greatly reduced, the construction cost is effectively reduced, meanwhile, the construction machinery only needs to drill holes according to the design requirement, and the construction equipment requirement is lower.
The technical scheme of the invention is realized as follows:
A pile group construction method suitable for mountain area complex geology comprises the following steps:
S1: the depth of the silt layer is investigated, and the pile group construction site is kept complete;
s2: measuring and lofting the construction site of the group piles according to design requirements and positioning pile hole positions;
s3: operating the construction machine to drill the pile hole position for the first time to form a pile hole I, and pouring mortar into the pile hole I after the pile hole is drilled successfully to form a mortar pile;
S4: after the mortar pile is finally set, performing secondary drilling on the mortar pile according to the construction requirement and the construction machinery for operating the designed pile diameter, and forming a pile hole II on the mortar pile after the secondary drilling, wherein the depth of the pile hole II is smaller than the length of the mortar pile, and the mortar pile after the secondary drilling serves as a pile hole protection wall;
s5: filling soil back into the pile hole I after the second drilling is completed, and compacting the pile hole II and the pile hole I;
S6: a steel pile casing coaxially arranged with the pile hole I is inserted on backfill soil of the pile hole I, so that the steel pile casing is contacted with the mortar pile;
s7: thirdly drilling backfill in the pile hole I according to the designed pile diameter to form a pile hole III, penetrating the mortar pile through the pile hole III to a set depth, then lowering a reinforcement cage into the pile hole III, and finally pouring concrete into the pile hole III, and forming a concrete pile after the concrete is completely solidified;
S8: and repeating S3-S7 according to construction requirements to finish pile group construction.
The invention is further provided with: and S2, one end of the mortar pile penetrating into the ground penetrates through the silt layer at least 50cm, the top of the mortar pile is positioned below the ground, and the diameter of the mortar pile is larger than the designed pile diameter (50+/-0.5) cm.
The invention is further provided with: the strength grade of the mortar in S3 is M20.
The invention is further provided with: the first borehole in S2, the second borehole in S3, and the third borehole in S5 are all dry drillings.
The invention is further provided with: and S6, the steel pile casing is installed in a manner that the construction machine presses the steel pile casing into backfill soil in the pile hole I in a static pressure manner.
The invention is further provided with: and S6, the outer diameter of the steel pile casing is smaller than the diameter of the mortar pile, the inner diameter of the steel pile casing is smaller than the diameter of the pile hole II, and one end of the steel pile casing extending out of the ground is higher than the ground (20-30) cm.
The invention is further provided with: and S6, a crane is adopted to hoist the steel reinforcement cage below the pile hole III at one time.
The invention is further provided with: and S7, pouring concrete in a dry pouring mode by a conduit method, and compacting the concrete by vibrating a vibrating rod in the pouring process.
The invention has the beneficial effects that: the hollow mortar pile and steel pile casing combination is used as a protection wall of a designed pile body, so that the pile has higher structural strength, the risks of slurry leakage and hole collapse can be effectively reduced, and meanwhile, the use amount of the steel pile casing can be greatly reduced, and compared with the traditional follow-up construction mode of the all-steel pile casing, a large amount of steel is saved, and the cost is saved; in the process of three times of drilling, constructors only need to replace the drill bit once, and the method is simple to operate and high in popularization; the steel pile casing and the steel reinforcement cage can be manufactured outside a construction site, so that the construction speed of pile groups is improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention, the drawings that are required for the description of the embodiments will be briefly described below, it being apparent that the drawings in the following description are only some embodiments of the present invention and that other drawings may be obtained from these drawings without inventive effort for a person of ordinary skill in the art.
FIG. 1 is a schematic view of a partial cross-sectional structure of the present invention;
fig. 2 is a simplified plan view of the present invention.
11. A silt layer; 12. constructing a temporary road; 13. a slope line; 2. pile hole I; 21. mortar piles; 3. pile hole II; 4. a steel pile casing; 5. pile hole III; 51. a reinforcement cage; 6. and (5) concrete piles.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without any inventive effort, are intended to be within the scope of the invention.
Example 1:
As shown in fig. 1 and 2, a pile group construction method suitable for mountain complex geology includes the following steps:
S1: the depth of the silt layer 11 is investigated, and the pile group construction site is kept complete.
Specifically, according to stratum and geographic knowledge, professional staff surveys and judges the depth of the silt layer 11, the pile group construction site is kept complete at the construction site, meanwhile, a construction passageway 12 and a slope line 13 can be built around the construction site, and the construction passageway 12 is required to ensure that the construction machine, such as a rotary drilling machine, can be normally used.
S2: and measuring and lofting the pile construction sites according to design requirements and positioning pile hole positions.
Specifically, the constructor carries out measurement pay-off of construction sites, positions where pile holes are required to be formed are positioned, the positions of the pile holes can be provided with a plurality of pile holes according to design requirements, the longitudinal difference between the centers of the pile holes on the ground is not more than 20mm, and the transverse difference is not more than 50mm.
S3: and (3) operating the construction machine to drill the pile hole position for the first time to form a pile hole I2, and pouring mortar into the pile hole I2 after the pile hole is drilled successfully to form a mortar pile 21.
Specifically, the first drilling is a dry drilling, the influence of the dry drilling on the environment is small, and the dry drilling can work smoothly under the condition that no cooling liquid is supplied, and meanwhile, the mortar is selected as the mortar with the strength grade of M20. The diameter of the mortar pile 21 is larger than the designed pile diameter (50+/-0.5) cm, meanwhile, the top of the mortar pile 21 is positioned below the ground, the distance between the top of the mortar pile 21 and the ground is limited according to actual construction, and one end of the mortar pile 21 penetrating into the ground penetrates through the silt layer 11 by at least 50cm.
S4: and after the mortar pile is finally set, performing secondary drilling on the mortar pile according to the construction requirement and the construction machinery for operating the designed pile diameter, forming a pile hole II on the mortar pile after secondary drilling, wherein the depth of the pile hole II is smaller than that of the mortar pile, and the mortar pile after secondary drilling serves as a pile hole retaining wall.
Specifically, the mortar pile 21 is finally set to form a pile body with stable structure, the second drilling is performed by adopting a construction mode of dry drilling, grinding and core pulling, and the mortar pile 21 forms a pile body with empty slots after grinding and core pulling. The mortar pile 21 has better structural strength as a pile hole protection wall, can reduce the risks of pile body leakage and hole collapse, avoids slurry pollution to the environment, and simultaneously greatly reduces the steel protection wall, namely the use of the steel protection cylinder 4 in the subsequent S6, and saves the cost.
S5: filling soil back into the pile hole I2 after the second drilling is completed, and compacting the pile hole II 3 and the pile hole I2;
Specifically, the backfill soil is filled back into the pile hole I2, so that the backfill soil compacts the pile hole II 3 and the pile hole I2, disturbance of the formed pile hole to stratum can be reduced, and safety and stability of a pile group construction site are ensured. Meanwhile, when a plurality of pile holes II 3 exist, for example, the pile holes II 3 shown in fig. 2 can be filled in a sequence of separating pile jump holes, namely backfilling is performed in a mode of c, f, b, e, a and d, disturbance to stratum is reduced as much as possible, and construction safety and stability are facilitated.
S6: a steel pile casing 4 coaxially arranged with the pile hole I2 is inserted on backfill soil of the pile hole I2, so that the steel pile casing 4 is contacted with the mortar pile 21;
Specifically, the outer diameter of the steel casing 4 is smaller than the diameter of the mortar pile 21, and the inner diameter of the steel casing 4 is smaller than the diameter of the pile hole ii 3. The steel pile casing 4 is inserted on the backfill soil in the pile hole I2, the steel pile casing 4 is kept coaxial with the pile hole I2 when the steel pile casing 4 is inserted, and one end of the steel pile casing 4 extending out of the ground is higher than the ground (20-30) cm when the steel pile casing 4 is inserted, and one end of the backfill soil inserted into the pile hole I2 is contacted with and abutted against the top end of the mortar pile 21, so that the steel pile casing 4 and the mortar pile 21 form a communicated pile body retaining wall.
S7: thirdly drilling backfill in the pile hole I2 according to the designed pile diameter to form a pile hole III 5, penetrating the mortar pile 21 through the pile hole III 5 to a set depth, then lowering a reinforcement cage 51 into the pile hole III 5, finally pouring concrete into the pile hole III 5, and forming a concrete pile 6 after the concrete is completely solidified;
Specifically, the third drilling is also dry drilling, and the pile hole III 5 and the pile hole I2 are kept coaxially arranged during the third drilling. The reinforcement cage 51 is kept coaxially disposed with the pile hole iii 5 when lowered. The diameter of the pile hole III 5 is equal to the designed pile diameter, the depth of the pile hole III 5 is larger than the length of the mortar pile 21, namely, the pile hole III 5 coincides with the pile hole II 3, but the depth of the pile hole III 5 is larger than the depth of the pile hole II 3, and the pile hole III 5 completely penetrates the mortar pile 21 to extend to the designed depth.
S8: and repeating S3-S7 according to construction requirements to finish pile group construction.
Specifically, a plurality of pile holes I2 are formed in a construction site according to construction requirements, and the operation steps of S3-S7 are repeated, so that pile group construction is completed.
The construction method of the invention has the advantages of low cost and high structural strength, and the mortar pile 21 is combined with the steel pile casing 4 to be used as a protection wall for designing the pile body, so that the construction method has high structural strength, the risks of slurry leakage and hole collapse can be effectively reduced, and meanwhile, the use amount of the steel pile casing 4 can be greatly reduced, compared with the traditional follow-up construction method of the all-steel pile casing, a large amount of steel is saved, and the aim of saving cost is further achieved;
meanwhile, the construction machine in the embodiment is selected as a rotary drilling machine, the selection requirement of the construction equipment is low, the drill bit is only required to be replaced once in the process of three drilling, the equipment is single, the operation of workers is simple and convenient, and the popularization is strong.
Example 2:
this example is a further supplement to that of example 1.
Referring to fig. 1, in this embodiment, the steel casing 4 may be rolled in a steel plate mill, the thickness of the steel casing 4 is (2±0.5) mm, and the steel casing 4 is pressed into backfill soil in the pile hole i 2 by a static pressure method of a rotary drilling machine. In actual construction, the backfill soil in the pile hole I2 is sealed in real time, the rotary drilling rig is accurately positioned at first, the drill rod of the rotary drilling rig is vertical and coaxial with the central shaft of the pile hole I2, the steel pile casing 4 is lifted to the position above the pile hole I2 by the crane, the steel pile casing 4 is coaxially arranged with the pile hole I2, the steel pile casing 4 is vertically pressed into the backfill soil of the pile hole I2 by the rotary drilling rod until the steel pile casing 4 abuts against the mortar pile 21, and therefore the installation of the steel pile casing 4 in the pile hole I2 is completed, the steel pile casing 4 is communicated with the mortar pile 21 provided with the pile hole II 3 to form a pile body protection wall, and the subsequent pouring of the concrete pile 6 is facilitated.
When the reinforcement cage 51 is actually applied, the whole cage can be manufactured in a reinforcement processing field, and then the reinforcement cage is hoisted once by a crane. When the reinforcement cage 51 is arranged below the pile hole III 5, the reinforcement cage 51 hoisted by the crane is aligned with the pile hole III 5, the central shaft of the reinforcement cage 51 and the central shaft of the pile hole III 5 are coaxially arranged, and then the reinforcement cage 51 is slowly lowered, so that the collision hole wall cannot be shaken or the hole can be forced to enter.
After the reinforcement cage 51 is accessed, concrete pouring is performed. The concrete pouring is higher than the designed pile height (0.8-1.0) m. The pouring of concrete adopts a conduit method dry pouring mode to pour, and a vibrating rod is required to vibrate the concrete and the reinforcement cage 51 so as to ensure that the concrete outside the reinforcement cage 51 can be tightly packed. In addition, after the concrete pile 6 is completely coagulated, pile head breaking treatment is needed for the pile head of the concrete pile 6, so that not only is the concrete strength of the pile head of the concrete pile 6 ensured, but also the concrete pile 6 can be ensured to meet the construction requirement.
In this embodiment, the steel casing 4 is directly customized and completed in the steel plate factory, so that the construction period of the invention can be greatly shortened, the reinforcement cage 51 can be processed and completed in the reinforcement processing field in advance, the construction speed of the invention is further improved, the pipe dry filling mode and the pouring method matched with the vibrating rod are more beneficial to reducing air bubbles in concrete, the structure of the concrete pile 6 is more compact, and the formed concrete pile group has higher structural strength, stronger bearing capacity and longer service life.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, alternatives, and improvements that fall within the spirit and scope of the invention.
Claims (4)
1. A pile group construction method suitable for mountain area complex geology is characterized in that: the special and complicated special pile foundation group for deep collapsible loess, cave dwelling, silt, pebble interlayer and the like in mountain areas comprises the following steps:
S1: the depth of the silt layer (11) is investigated, and the pile group construction site is kept complete;
s2: measuring and lofting the construction site of the group piles according to design requirements and positioning pile hole positions;
S3: operating the construction machine to drill the pile hole position for the first time to form a pile hole I (2), and pouring mortar into the pile hole I (2) after the drilling is successful to form a mortar pile (21);
s4: after the mortar pile (21) is finally set, performing secondary drilling on the mortar pile (21) according to construction requirements and according to a designed pile diameter operation construction machine, forming a pile hole II (3) on the mortar pile (21) after secondary drilling, wherein the depth of the pile hole II (3) is smaller than the length of the mortar pile (21), and the mortar pile (21) after secondary drilling serves as a pile hole protection wall; after the mortar pile (21) is finally set, a pile body with stable structure is formed, the second drilling is carried out by adopting a construction mode of dry drilling, grinding and core pulling, and after grinding and core pulling, the mortar pile (21) forms a pile body with a hollow groove;
S5: filling soil back into the pile hole I (2) after the second drilling is completed, and compacting the pile hole II (3) and the pile hole I (2); when a plurality of pile holes II (3) exist, filling is carried out by adopting the sequence of sequentially separating pile jump holes;
s6: a steel pile casing (4) coaxially arranged with the pile hole I (2) is inserted on backfill soil of the pile hole I (2), so that the steel pile casing (4) is contacted with the mortar pile (21); one end of the backfill soil inserted into the pile hole I (2) of the steel pile casing (4) is contacted with and abutted against the top end of the mortar pile 21, so that the steel pile casing (4) and the mortar pile 21 form a communicated pile body protection wall;
S7: thirdly drilling backfill in the pile hole I (2) according to the designed pile diameter to form a pile hole III (5), penetrating the mortar pile (21) through the pile hole III (5) to a set depth, then lowering a reinforcement cage (51) into the pile hole III (5), finally pouring concrete into the pile hole III (5), and forming a concrete pile (6) after the concrete is completely solidified;
s8: repeating S3-S7 to finish pile group construction according to construction requirements;
in the S2, one end of the mortar pile (21) penetrating into the ground penetrates through the silt layer (11) for at least 50cm, the top of the mortar pile (21) is positioned below the ground, and the diameter of the mortar pile (21) is larger than the designed pile diameter (50+/-0.5) cm;
s3, the strength grade of the mortar in the step S20;
The first drilling hole in S2, the second drilling hole in S3 and the third drilling hole in S5 are all dry drilling holes;
and S6, the outer diameter of the steel pile casing (4) is smaller than the diameter of the mortar pile (21), the inner diameter of the steel pile casing (4) is smaller than the diameter of the pile hole II (3), and one end of the steel pile casing (4) extending out of the ground is higher than the ground (20-30) cm.
2. The pile group construction method suitable for mountain complex geology of claim 1, wherein: the installation mode of the steel pile casing (4) in the S6 is that the construction machine presses the steel pile casing (4) into backfill soil in the pile hole I (2) in a static pressure mode.
3. The pile group construction method suitable for mountain complex geology of claim 1, wherein: and S6, a crane is adopted to hoist the steel reinforcement cage (51) below the pile hole III (5) at one time.
4. The pile group construction method suitable for mountain complex geology of claim 1, wherein: and S7, pouring concrete in a dry pouring mode by a conduit method, and compacting the concrete by vibrating a vibrating rod in the pouring process.
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| CN114855776A (en) * | 2022-06-09 | 2022-08-05 | 中国十七冶集团有限公司 | End-bearing type cast-in-situ bored pile construction method for dry-process pore forming through powder sand layer |
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| CN105714772B (en) * | 2016-02-22 | 2018-04-03 | 北龙建设集团有限公司 | Karst area embedded rock pile pore-forming bores concrete dado method again |
| CN108149678A (en) * | 2018-01-12 | 2018-06-12 | 中铁三局集团有限公司 | A kind of loess retaining wall does the construction method of operation pore-creating filling pile |
| CN112392400B (en) * | 2020-10-28 | 2023-04-11 | 北京住总第一开发建设有限公司 | Hole forming construction process for slope protection pile in complex geological environment |
| CN215165769U (en) * | 2021-06-03 | 2021-12-14 | 中电建路桥集团有限公司 | Steep bridge pile foundation structure |
| CN216238507U (en) * | 2021-09-17 | 2022-04-08 | 四川公路桥梁建设集团有限公司 | Dig quick pore-forming dado structure soon |
| CN114293564A (en) * | 2022-02-14 | 2022-04-08 | 温岭市宏晟建设有限公司 | Construction method for foundation pit slope pile foundation of building engineering on site |
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| CN114855776A (en) * | 2022-06-09 | 2022-08-05 | 中国十七冶集团有限公司 | End-bearing type cast-in-situ bored pile construction method for dry-process pore forming through powder sand layer |
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