CN115680007A - Pile group construction method suitable for complex geology of mountain area - Google Patents
Pile group construction method suitable for complex geology of mountain area Download PDFInfo
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- CN115680007A CN115680007A CN202211581314.6A CN202211581314A CN115680007A CN 115680007 A CN115680007 A CN 115680007A CN 202211581314 A CN202211581314 A CN 202211581314A CN 115680007 A CN115680007 A CN 115680007A
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- 238000010276 construction Methods 0.000 title claims abstract description 68
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 60
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 51
- 239000010959 steel Substances 0.000 claims abstract description 51
- 238000013461 design Methods 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims description 41
- 230000002787 reinforcement Effects 0.000 claims description 22
- 239000002689 soil Substances 0.000 claims description 16
- 238000000034 method Methods 0.000 claims description 13
- 230000003068 static effect Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 description 4
- 241001074085 Scophthalmus aquosus Species 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 239000000110 cooling liquid Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000009191 jumping Effects 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
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The invention relates to the technical field of bridge pile foundation construction, and discloses a pile group construction method suitable for complex geology in a mountainous area. The mortar pile and the steel casing are combined to form the concrete pile retaining wall, so that the mortar pile retaining wall has high structural strength, the using amount of the steel casing is greatly reduced, the construction cost is effectively reduced, and meanwhile, the construction machinery only needs to drill according to the design requirement, and the requirement on construction equipment is low.
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 complex geology in a mountainous area.
Background
The bridge pile foundation engineering is characterized in that holes are formed on site by a mechanical drilling or manual hole digging method, and a reinforcement cage is placed in the holes and concrete is poured into the holes to form concrete piles.
The special complicated construction of special complicated pile foundation crowd such as collapsible loess deeply cut in mountain area valley, cave dwelling, silt, cobble intermediate layer, because stratum distribution is difficult specifically to judge, through strikeing the brill, dig soon and bore the traditional mud skin dado that wet brill formed when collapsible loess and silt layer pore-forming and meet the water easy hole that collapses, cave dwelling is easy to leak thick liquid, because the thick liquid that leaks surpasss the earth line, can cause and hinder worker, cause the construction progress slow, if adopt the technology of full sleeve casing follow-up drilling, the steel reinforcement cage floats easily when having concreting, construction equipment requires height, defects such as cost height.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides the pile group construction method suitable for the complex geology of the mountainous area.
The technical scheme of the invention is realized as follows:
a pile group construction method suitable for complex geology of a mountain area comprises the following steps:
s1: investigating the depth of the silt layer and keeping the integrity of a pile group construction site;
s2: measuring and lofting a pile group construction site according to design requirements and positioning pile hole positions;
s3: operating a construction machine to drill a 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 successfully drilled to form a mortar pile;
s4: after the mortar pile is finally set, operating the construction machinery according to the designed pile diameter to drill a second time according to the construction requirement, forming a pile hole II on the mortar pile after the second drilling, wherein the depth of the pile hole II is smaller than the length of the mortar pile, and the mortar pile after the second drilling is used as a pile hole retaining wall;
s5: after the second drilling is finished, backfilling soil into the pile hole I, and compacting the pile hole II and the pile hole I;
s6: inserting a steel casing which is coaxial with the pile hole I into the backfill soil of the pile hole I to enable the steel casing to be in contact with the mortar pile;
s7: thirdly drilling the backfill soil in the pile hole I according to the designed pile diameter to form a pile hole III, enabling the pile hole III to penetrate through the mortar pile and reach a set depth, then lowering a reinforcement cage into the pile hole III, 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 configured to: and in S2, one end of the mortar pile, which penetrates into the ground, penetrates through the silt layer by 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 configured to: the strength grade of the mortar in S3 is M20.
The invention is further configured to: the first drilling in S2, the second drilling in S3, and the third drilling in S5 are all dry drilling.
The invention is further configured to: s6, the steel casing is installed in a mode that construction machinery presses the steel casing into backfill soil in the pile hole I in a static pressure method mode.
The invention is further configured to: s6, the outer diameter of the steel casing is smaller than the diameter of the mortar pile, the inner diameter of the steel casing is smaller than the diameter of the pile hole II, and one end, extending out of the ground, of the steel casing is 20-30 cm higher than the ground.
The invention is further configured to: and S6, hoisting the reinforcement cage below the pile hole III by using a crane at one time.
The invention is further configured to: and S7, the concrete is poured in a dry pouring mode by a guide pipe method, and the concrete is vibrated and compacted by a vibrating rod in the pouring process.
The invention has the beneficial effects that: the hollow mortar pile and the steel pile casing are combined to be used as a retaining wall for designing the pile body, so that the hollow mortar pile and the steel pile casing have higher structural strength, the risks of slurry leakage and hole collapse can be effectively reduced, and the using amount of the steel pile casing can be greatly reduced; in the third drilling process, constructors only need to replace the drill bit once, and the drilling tool is simple to operate and high in popularization; the steel casing and the steel reinforcement cage can be manufactured outside a construction site, so that the construction speed of pile groups is increased.
Drawings
In order to illustrate the embodiments of the invention more clearly, the drawings that are needed in 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 invention, and that other drawings may be derived from those drawings by a person skilled in the art without inventive effort.
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 sidewalk; 13. a side slope line; 2. pile hole I; 21. carrying out mortar piling; 3. pile holes II; 4. a steel casing; 5. pile hole III; 51. a reinforcement cage; 6. and (5) concrete piles.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art based on the embodiments of the present invention without inventive step, are within the scope of the present invention.
Example 1:
as shown in fig. 1 and 2, a pile group construction method suitable for complex geology in mountainous areas includes the following steps:
s1: and investigating the depth of the silt layer 11 to keep the integrity of the pile group construction site.
Specifically, according to stratum and geographical knowledge, professionals investigate and judge the depth of the silt layer 11, the integrity of a pile group construction site is kept in the construction site, meanwhile, a construction pavement 12 and a side slope line 13 can be built around the construction site, and the construction pavement 12 ensures that construction machinery, such as a rotary drilling rig, can be normally used.
S2: and measuring and lofting the pile group construction site according to design requirements and positioning the pile hole position.
Specifically, carry out the measurement unwrapping wire in construction site by constructor to fix a position out and need set up the position in stake hole, the position in stake hole can be provided with a plurality ofly according to the design needs, and the center in a plurality of stake holes is subaerial vertical disparity no longer than 20mm, and horizontal disparity is no longer than 50mm.
S3: and operating the construction machinery 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 drilling is successful to form a mortar pile 21.
Specifically, the first drilling is dry drilling, the dry drilling has little influence on the environment, the drilling can work smoothly without supplying cooling liquid, 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, 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, deep into the ground, of the mortar pile 21 penetrates through the silt layer 11 by at least 50cm.
S4: and after the mortar pile is finally set, operating the construction machinery according to the designed pile diameter to drill the mortar pile for the second time according to the construction requirement, forming a pile hole II on the mortar pile after the second drilling, wherein the depth of the pile hole II is smaller than that of the mortar pile, and the mortar pile after the second drilling serves as a pile hole retaining wall.
Specifically, a pile body with a stable structure can be formed after the mortar pile 21 is finally set, the secondary drilling is carried out in a dry drilling grinding core-pulling construction mode, and the mortar pile 21 forms a pile body with an empty groove after grinding and coring. The mortar pile 21 serving as the pile hole protecting wall has good structural strength, not only can reduce the risk of slurry leakage and hole collapse of a pile body, but also avoids slurry pollution to the environment, and meanwhile, the steel protecting wall, namely the steel protecting cylinder 4 in the subsequent S6 is greatly reduced, so that the cost is saved.
S5: after the second drilling is finished, backfilling soil into the pile hole I2, and compacting the pile hole II 3 and the pile hole I2;
specifically, backfill is conducted in the pile hole I2, so that the backfill is tightly filled in the pile hole II 3 and the pile hole I2, the disturbance of the arranged pile holes to the stratum can be reduced, and the safety and stability of a pile group construction site are guaranteed. 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 the sequence of separating pile and jumping holes in sequence, namely, the pile holes are backfilled in the mode of c → f → b → e → a → d, so that the disturbance to the stratum is reduced as much as possible, and the construction safety and stability are facilitated.
S6: inserting a steel casing 4 coaxially arranged with the pile hole I2 into the backfill soil of the pile hole I2, and enabling the steel casing 4 to be in contact 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 into 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, one end, extending out of the ground, of the steel pile casing 4 is higher than the ground (20-30) cm when the steel pile casing 4 is inserted, one end, inserted into the pile hole I2, of the backfill soil is in contact with and abuts against the top end of the mortar pile 21, and the steel pile casing 4 and the mortar pile 21 form a communicated pile body protecting wall.
S7: thirdly drilling the backfill soil in the pile hole I2 according to the designed pile diameter to form a pile hole III 5, enabling the pile hole III 5 to penetrate through the mortar pile 21 and reach a set depth, then lowering a reinforcement cage 51 into the pile hole III 5, and finally pouring concrete into the pile hole III 5 to form 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 coaxially arranged during the third drilling. The reinforcement cage 51 keeps coaxial setting with stake hole III 5 when descending. The aperture of stake hole III 5 equals with the design stake footpath, and the degree of depth of stake hole III 5 is greater than the length of mortar pile 21, and stake hole III 5 coincides with stake hole II 3 promptly, but the degree of depth of stake hole III 5 is greater than the degree of depth of stake hole II 3 to stake hole III 5 runs through mortar pile 21 completely and extends to the design degree of depth.
S8: and repeating S3-S7 according to construction requirements to finish pile group construction.
Specifically, according to the construction requirements, a plurality of pile holes I2 are formed in a construction site, and the operation steps from S3 to S7 are repeated, so that pile group construction is completed.
The mortar pile 21 has the advantages of low cost and high structural strength, and the mortar pile and the steel casing 4 are combined to form a retaining wall for designing a pile body, so that the mortar pile has high structural strength, the risks of slurry leakage and hole collapse can be effectively reduced, and the using amount of the steel casing 4 can be greatly reduced;
meanwhile, the construction machinery in the embodiment is a rotary drilling rig, the selection requirement of construction equipment is low, only one drill bit needs to be replaced in the three-time drilling process, the equipment is single, the operation of workers is simple and convenient, and the popularization is strong.
Example 2:
this embodiment is a further addition to embodiment 1.
Referring to fig. 1, in the embodiment, the steel casing 4 can be rolled in a steel plate factory, 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 rig. In actual construction, in real time of backfill soil compaction in the pile hole I2, the rotary drilling rig is firstly correctly placed in position, a drill rod of the rotary drilling rig is made to be vertical and coaxial with a central shaft of the pile hole I2, the steel casing 4 is lifted to the position above the pile hole I2 by a crane, the steel casing 4 is made to be coaxial with the pile hole I2, then the steel casing 4 is vertically pressed into backfill soil in the pile hole I2 by the rotary drilling rig until the steel casing 4 is tightly abutted to the mortar pile 21, installation of the steel casing 4 in the pile hole I2 is completed, the steel casing 4 is communicated with the mortar pile 21 with the pile hole II 3, a pile body protecting wall is formed, and subsequent concrete piles 6 are conveniently poured.
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 inside of the pile hole III 5, the reinforcement cage 51 lifted by the crane is aligned with the pile hole III 5, the central shaft of the reinforcement cage 51 is coaxially arranged with the central shaft of the pile hole III 5, and then the reinforcement cage 51 is slowly lowered so as not to shake and collide the wall of the pile hole or forcibly enter the pile hole.
The reinforcement cage 51 is then poured into the hole. The height of the concrete pouring is higher than the designed pile (0.8 to 1.0) m. The pouring of concrete adopts the pipe method to pour into futilely the mode and pours into, need use the vibrating rod to vibrate concrete and steel reinforcement cage 51 to guarantee that steel reinforcement cage 51 outside concrete can wrap up closely knit. In addition, after the concrete pile 6 is completely condensed, pile head breaking treatment needs to be carried out on the pile top 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 requirements.
In the embodiment, the steel casing 4 is directly customized in a steel plate factory, so that the construction period of the invention can be greatly shortened, the reinforcement cage 51 can be processed in a reinforcement processing field in advance, the construction speed of the invention is further improved, and the guide pipe dry pouring mode and the pouring method of the vibrating rod are matched, so that bubbles in concrete can be reduced, 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 above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (8)
1. A pile group construction method suitable for complex geology in mountainous areas is characterized by comprising the following steps: the method comprises the following steps:
s1: investigating the depth of the silt layer (11) and keeping the integrity of a pile group construction site;
s2: measuring and lofting a pile group construction site according to design requirements and positioning pile hole positions;
s3: operating a construction machine to drill a 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 pile hole is successfully drilled to form a mortar pile (21);
s4: after the mortar pile (21) is finally set, operating a construction machine according to the designed pile diameter to drill a second time on the mortar pile (21) according to the construction requirement, forming a pile hole II (3) in the mortar pile (21) after the second time of 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 the second time of drilling serves as a pile hole protecting wall;
s5: after the second drilling is finished, backfilling soil into the pile hole I (2), and compacting the pile hole II (3) and the pile hole I (2);
s6: inserting a steel casing (4) coaxially arranged with the pile hole I (2) into the backfill soil of the pile hole I (2) to enable the steel casing (4) to be in contact with the mortar pile (21);
s7: thirdly drilling the backfill soil in the pile hole I (2) according to the designed pile diameter to form a pile hole III (5), wherein the pile hole III (5) penetrates through the mortar pile (21) to reach a set depth, then lowering a reinforcement cage (51) into the pile hole III (5), and finally pouring concrete into the pile hole III (5) to form a concrete pile (6) after the concrete is completely solidified;
s8: and repeating S3-S7 according to construction requirements to finish pile group construction.
2. The pile group construction method suitable for the complex geology of the mountainous area according to claim 1, which is characterized in that: in S2, one end, deep into the ground, of the mortar pile (21) penetrates through the silt layer (11) by at least 50cm, the top of the mortar pile (21) is located below the ground, and the diameter of the mortar pile (21) is larger than the designed pile diameter (50 +/-0.5) cm.
3. The pile group construction method suitable for the complex geology of the mountainous area according to claim 1, which is characterized in that: the strength grade of the mortar in S3 is M20.
4. The pile group construction method suitable for the complex geology of the mountainous area according to claim 1, which is characterized in that: the first drilling in S2, the second drilling in S3, and the third drilling in S5 are all dry drilling.
5. The pile group construction method suitable for the complex geology of the mountainous area according to claim 1, which is characterized in that: s6, the steel casing (4) is installed in a mode that construction machinery is used for pressing the steel casing (4) into backfill soil in the pile hole I (2) in a static pressure method mode.
6. The pile group construction method suitable for the complex geology of the mountainous area as claimed in claim 5, characterized in that: s6, the outer diameter of the steel casing (4) is smaller than the diameter of the mortar pile (21), the inner diameter of the steel casing (4) is smaller than the diameter of the pile hole II (3), and one end, extending out of the ground, of the steel casing (4) is 20-30 cm higher than the ground.
7. The pile group construction method suitable for the complex geology of the mountainous area as claimed in claim 6, wherein: and S6, hoisting the reinforcement cage (51) below the pile hole III (5) by using a crane at one time.
8. The pile group construction method suitable for the complex geology of the mountainous area according to claim 1, which is characterized in that: and S7, the concrete is poured in a dry pouring mode by a guide pipe method, and the concrete is vibrated and compacted by a vibrating rod in the pouring process.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211581314.6A CN115680007A (en) | 2022-12-10 | 2022-12-10 | Pile group construction method suitable for complex geology of mountain area |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211581314.6A CN115680007A (en) | 2022-12-10 | 2022-12-10 | Pile group construction method suitable for complex geology of mountain area |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714772A (en) * | 2016-02-22 | 2016-06-29 | 北龙建设集团有限公司 | Re-drilling concrete wall protecting method for hole formation of rock-socketed pile in karst region |
| 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 |
| CN112392400A (en) * | 2020-10-28 | 2021-02-23 | 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 |
| 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 |
-
2022
- 2022-12-10 CN CN202211581314.6A patent/CN115680007A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105714772A (en) * | 2016-02-22 | 2016-06-29 | 北龙建设集团有限公司 | Re-drilling concrete wall protecting method for hole formation of rock-socketed pile in karst region |
| 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 |
| CN112392400A (en) * | 2020-10-28 | 2021-02-23 | 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 |
| 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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