CN111472364A - Construction method and secant pile construction device - Google Patents
Construction method and secant pile construction device Download PDFInfo
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- CN111472364A CN111472364A CN202010469064.1A CN202010469064A CN111472364A CN 111472364 A CN111472364 A CN 111472364A CN 202010469064 A CN202010469064 A CN 202010469064A CN 111472364 A CN111472364 A CN 111472364A
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- 238000010276 construction Methods 0.000 title claims abstract description 59
- 239000004567 concrete Substances 0.000 claims abstract description 67
- 238000005553 drilling Methods 0.000 claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 239000003638 chemical reducing agent Substances 0.000 claims description 11
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 4
- 239000002985 plastic film Substances 0.000 claims description 4
- 229920006255 plastic film Polymers 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 2
- 230000037431 insertion Effects 0.000 claims description 2
- 239000002699 waste material Substances 0.000 abstract description 6
- 238000000034 method Methods 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 239000003831 antifriction material Substances 0.000 description 3
- 239000011248 coating agent Substances 0.000 description 3
- 238000000576 coating method Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 230000001680 brushing effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
-
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention provides a construction method and an occlusive pile construction device, which relate to the technical field of construction, wherein the construction method is used for supporting and protecting a deep foundation pit in a narrow space of a sandy gravel stratum and comprises the following steps: step S1: on the premise of meeting the requirement of the supporting depth, the drilling holes are arranged in a meshing mode, and the drilling sequence is implemented in a one-jump drilling mode to form a first-class hole; step S2: placing a positioning plate above the first class holes, and inserting the embedded pile core into the first class holes through the through holes of the positioning plate; the construction method provided by the invention is used for supporting and protecting the deep foundation pit in the narrow space of the sandy gravel stratum, and the occlusion position of the concrete pile formed by the first-class hole and other concrete columns is occupied by the embedded pile core, so that the concrete column is not formed in the part of the formed concrete column, the pile body is not required to be cut, the waste of concrete is reduced, the construction progress is accelerated, and the construction efficiency is improved.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a construction method and an occlusive pile construction device.
Background
At present, the construction of the bored secant pile emphasizes a 'bite' character, namely, a continuous soil retaining and supporting structure with an anti-seepage effect is formed by closely arranging pile bodies and mutually cutting adjacent pile bodies, and a foundation pit supporting structure is formed by mutually interlocking and arranging the piles. When the B pile is constructed, the cutting function of a construction machine (mainly a full casing drill) is utilized to cut off the part of the concrete of the adjacent A pile at the occlusion part, and the final occlusion is realized.
The drilling occlusive pile is constructed by adopting a full casing drilling machine according to the sequence of A1-A2-B1-A3-B2-. The plain concrete pile is cast by using super-retarding concrete, and the construction of the reinforced concrete pile must be finished before the plain concrete pile reaches an initial setting state. When the reinforced concrete pile is poured, plain concrete on two sides of the pile is cut off by a drilling machine, namely, the part of the pile overlapped with the reinforced concrete pile is cut off to achieve the effect of occlusion. In the construction process, plain concrete on two sides needs to be cut off, so that material waste and environmental pollution are caused.
Disclosure of Invention
The invention aims to provide a construction method and an occlusive pile construction device, which are used for solving the technical problem that the existing occlusive pile construction needs to cut off plain concrete at two sides, so that the material is wasted.
The construction method is used for supporting and protecting the deep foundation pit in the narrow space of the sandy gravel stratum and comprises the following steps:
step S1: on the premise of meeting the requirement of the supporting depth, the drilling holes are arranged in a meshing mode, and the drilling sequence is implemented in a one-jump drilling mode to form a first-class hole;
step S2: placing a positioning plate above the holes of the first class, inserting the embedded pile core into the holes of the first class through the through hole of the positioning plate, positioning the embedded pile core at the occlusion position of the concrete piles formed by the holes of the first class and other concrete piles, and pouring concrete into the holes of the first class by utilizing the pouring holes;
step S3: and when the concrete in the holes reaches the preset strength, pulling out the embedded pile core.
Further, in step S2, the embedded pile core is lifted by a crane, and the verticality is checked by a plumb bob, so that the embedded pile core is vertically inserted into the first-class hole.
Further, in step S2, before the embedded pile core is inserted into the hole, a friction reducing agent is applied to the embedded pile core.
Further, the method also includes step S4: drilling holes between adjacent holes of the first class to form second class holes meshed with the holes of the first class; the diameters of the first-class holes and the second-class holes are the same and are 700mm, and the first-class holes and the second-class holes are meshed by 200 mm.
Further, the method also includes step S4: after the embedded pile core is pulled out, I-shaped steel is inserted into the position of the original embedded pile core, the upper end of the I-shaped steel is exposed, and grouting is supplemented around the I-shaped steel;
and after the concrete is initially set, combining a plurality of exposed I-shaped steels to construct the crown beam.
Further, in step S4, the outer surface of the i-beam is cleaned of dirt and rust, and the i-beam is wrapped with a plastic film.
The construction method provided by the invention is used for supporting construction of the deep foundation pit with the narrow hole part at the bottom of the sandy gravel, the occlusion position of the concrete pile formed by the hole-like holes and other concrete columns is occupied by the embedded pile core, so that the concrete column is not formed in the part of the formed concrete column, the pile body is not required to be cut, the waste of concrete is reduced, the construction progress is accelerated, and the construction efficiency is improved.
The invention also provides an occlusive pile construction device which comprises a positioning plate and two embedded pile cores, wherein the positioning plate is provided with through holes which correspond to the embedded pile cores and are used for the embedded pile cores to pass through; and a pouring hole is arranged between the two through holes.
Further, still include the locating part be provided with the perforation on the embedded pile core, the locating part can insert the perforation, the restriction the embedded pile core excessively inserts in the through-hole.
Furthermore, a limiting clamping plate is arranged on the embedded pile core and is clamped at the upper end of the positioning plate, so that the embedded pile core is prevented from being excessively inserted into the through hole.
Furthermore, a connecting piece is arranged at the upper end of the embedded pile core.
The secant pile construction device provided by the invention can utilize the embedded pile core to occupy the part of the adjacent hole occlusion, and the adjacent pile is poured after the embedded pile core is taken out, so that the adjacent concrete pile occlusion is realized, the pile body is not required to be cut, the waste of concrete is reduced, the construction progress is accelerated, the consumption rate of concrete is reduced, and the labor input is reduced.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a schematic view of a positional relationship between a first-type hole and a second-type hole in an occlusive pile construction according to a construction method provided by an embodiment of the present invention;
fig. 2 is a schematic structural view of a bite pile constructing apparatus provided in an embodiment of the present invention;
fig. 3 is a schematic view of another angle structure of a bite pile constructing apparatus according to an embodiment of the present invention;
fig. 4 is another structural view of the bite pile constructing apparatus according to the embodiment of the present invention.
Icon: 100-positioning a plate; 200-embedding a pile core; 300-a connector; 400-punching; 500-a stop; 600-a limit clamping plate; 700-pouring holes; 800-through holes; 900-class of pores; 110-type two pores.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the following embodiments, and it should be understood that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1: the invention also provides a construction method for construction by adopting the occlusive pile construction device, which is used for supporting and protecting a deep foundation pit with a narrow hole part at the bottom of sandy gravel and comprises the following steps:
step S1: on the premise of meeting the requirement of the supporting depth, the drilling holes are arranged in a meshing mode, and the drilling work is performed in a one-jump drilling mode in sequence to form a first-class hole;
step S2: placing a positioning plate above the holes of the first class, inserting the embedded pile core into the holes of the first class through the through hole of the positioning plate, positioning the embedded pile core at the occlusion position of the concrete piles formed by the holes of the first class and other concrete piles, and pouring concrete into the holes of the first class by utilizing the pouring holes;
step S3: and when the concrete in the holes reaches the preset strength, pulling out the embedded pile core.
The method comprises the steps of starting from a starting drilling hole position, reasonably selecting drilling positions and intervals according to the length of a construction section, arranging in a drilling occlusion mode on the premise of meeting the requirement of support depth, performing in a drilling-jumping mode in the drilling sequence to form a first-class hole, pouring concrete into the first-class hole, and generally pouring the drilling concrete by a 300mm guide pipe method. Wherein the concrete slump is controlled to be 20 +/-2 cm, the stones are broken stones of 5-25mm, and the initial setting time of the concrete is controlled to be 6-8 hours.
And finishing the concrete pouring construction within 12 hours after the drilling construction is finished.
And (3) checking the permeability of the guide pipe and the hydrostatic pressure of the guide pipe before pouring concrete, and accurately calculating the initial pouring amount. And after the product is qualified, the guide pipe is placed downwards to be filled with the drilling concrete. Wherein: the bottom opening of the guide pipe is 30-50cm away from the bottom of the hole, the lifting speed of the guide pipe is kept between 0.5 and 0.8 meter/minute in cooperation with the concrete pouring speed, and meanwhile, the continuity of concrete pouring is ensured.
The construction time for pouring concrete into a single drilling hole is controlled within 2 hours. And after the pre-buried pile core is pulled out, and the positioning plate is lifted away.
After the drilling and pouring are finished, the embedded pile cores are pulled out after the strength of concrete in the holes of one type reaches 3.0Mpa, two embedded pile cores in the same hole of the other type are not pulled out adjacently, namely two adjacent holes of the other type are pulled out, one embedded pile core in one hole of the one type is pulled out, and then the other embedded pile core in the first hole of the one type is pulled out.
Example two: a construction method is basically the same as the first embodiment, the same parts are not described again, and the difference is that: in step S2, the embedded pile core is lifted by a crane, and the verticality is checked by a plumb bob, so that the embedded pile core is vertically inserted into the first-class hole.
Example three: a construction method is basically the same as the second embodiment, and the same parts are not described again, and in step S2, before the embedded pile core is inserted into the first kind of hole, a friction reducing agent is coated on the embedded pile core.
The friction reducer is heated by an electric furnace until the friction reducer is completely melted, and the friction reducer can be coated only if the friction reducer feels even in thickness when stirred by a stirring rod. The coating thickness of the antifriction material is l-1.5 mm, and the antifriction material is uniformly coated to ensure the bonding quality of the antifriction material layer.
If the friction reducer is coated immediately after the surface rust of the embedded pile core is removed, the surface dust must be removed before the coating construction.
If the surface of the embedded pile core is wet in rainy days, the surface of the embedded pile core is wiped dry, and the embedded pile core is coated with the friction reducer after being kept dry, so that the embedded pile core cannot be directly coated on the wet surface.
If the coating cracks and peels after the friction reducer is coated, the friction reducer needs to be removed and coated again. Therefore, the work of derusting, cleaning and drying the outer surface of the embedded pile core is fully done before brushing.
As shown in fig. 1, example four: a construction method, substantially the same as the first embodiment, further comprising step S4: holes are drilled between adjacent ones of the holes 900 of the first type to form holes 110 of the second type which engage the holes 900 of the first type.
Further, the diameters of the first-type holes and the second-type holes are the same and are 700mm, and the first-type holes and the second-type holes are meshed for 20 mm.
One type of hole generally forms plain concrete piles, the second type of hole generally forms reinforced concrete piles, and the plain concrete piles and the reinforced concrete piles are arranged at intervals, namely pile bodies are closely arranged, and adjacent pile bodies are meshed to form a continuous soil retaining and supporting structure with an anti-seepage effect.
Example five: a construction method, substantially the same as the fourth embodiment, further comprising step S4: after the embedded pile core is pulled out, I-shaped steel is inserted into the position of the original embedded pile core, the upper end of the I-shaped steel is exposed, and grouting is supplemented around the I-shaped steel;
and after the concrete is initially set, combining a plurality of exposed I-shaped steels to construct the crown beam.
And (3) grouting around the I-steel, and pouring concrete with the water cement ratio of 0.5 preferably but not too large. The concrete is properly doped with the accelerating agent, so that the early-stage rapid strength improvement of the concrete is facilitated.
On the formed support pile, a B × H-40 cm × 30cm crown beam is constructed by jointly exposing 50cm I-steel, so that all pile bodies on the same side are effectively connected into a whole, the integrity of the pile is enhanced, the support stability is improved, and the water stopping effect is enhanced.
Wherein: the step of constructing the crown beam further comprises the steps of paying off, erecting a template, pouring concrete and maintaining. And (4) taking the middle point of the I-shaped steel web plate as a central point, and outwards placing 20cm elastic lines to two sides respectively to form an outer side line in the width direction of the crown beam.
And (3) supporting a template according to the width outer side line of the crown beam, ensuring the axis and the elevation of the template, and ensuring the tight seam of the template without slurry leakage. And after the formwork is erected, concrete pouring operation can be carried out.
The concrete can be C30 commercial concrete, the mixing proportion of the poured concrete is adjusted on site, the water cement ratio is preferably 0.5, and not more than 0. The grain size of the aggregate is preferably small but not large, the sand rate is properly improved, fine sand is selected, and the concrete is properly doped with the accelerating agent, so that the early-stage rapid strength improvement is facilitated. And after the concrete pouring is finished, the rear part with the strength reaching 2.5Mpa can be detached for film covering and maintenance.
When the crown beam concrete is poured, the pouring section is small, the pouring length is large, multi-point segmented pouring can be simultaneously carried out, and finally, the whole body is formed.
In the construction method, in step S4, dirt and rust on the outer surface of the i-steel are removed, and the i-steel is wrapped with a plastic film.
The upper end of the I-steel is generally exposed by at least 500mm, and the single film is subjected to overlapping wrapping treatment to ensure that the plastic film on the surface of the I-steel is completely wrapped and has no leakage part.
I-shaped steel is inserted into the position of an original embedded pile core, the I-shaped steel is temporarily fixed after being hung in place, concrete is uniformly poured around the I-shaped steel, the I-shaped steel is fixed by using a temporary supporting device after being poured to a floor, and the temporary supporting device can be removed after the concrete is initially set.
The construction method provided by the invention is used for supporting construction of the deep foundation pit with the narrow hole part at the bottom of the sandy gravel, has higher construction efficiency, does not need to cut the pile body, reduces waste of concrete and accelerates the construction progress.
As shown in fig. 2 to 4, the occlusive pile construction device provided by the invention comprises a positioning plate 100 and two embedded pile cores 200, wherein the positioning plate 100 is provided with a through hole 800 corresponding to the embedded pile core 200 and used for the embedded pile core 200 to pass through; and a pouring hole 700 is arranged between the two through holes 800.
In some embodiments, two through holes 800 are formed in the positioning plate 100 of the interlocking pile constructing apparatus, a pouring hole 700 is formed between the two through holes 800, when in use, the positioning plate 100 is disposed at the upper end of the hole, the embedded pile core 200 is inserted into the through hole 800 of the positioning plate 100, concrete is poured into the hole through the pouring hole 700, after the poured concrete reaches a certain strength, the embedded pile core 200 is pulled out, so that the part where the poured pile and the intermediate pile are engaged is left, and when the intermediate pile is poured, the engagement between the adjacent piles is formed.
Based on the above embodiment, further, the embedded pile core 200 further includes a limiting member 500, a through hole 400 is provided on the embedded pile core 200, and the limiting member 500 can be inserted into the through hole 400 to limit the embedded pile core 200 from being excessively inserted into the through hole 800.
In order to limit the excessive insertion of the embedded pile core 200 into the through hole 800, one or more through holes 400 are formed in the embedded pile core 200, the embedded pile core 200 is inserted into the hole according to the required depth, the limiting members 500 are inserted into the corresponding through holes 400, the limiting members 500 can be clamped on the positioning plate 100, the embedded pile core 200 is prevented from being excessively inserted, and the embedded pile core 200 can be prevented from being inserted in place.
Based on the above embodiment, further, a limiting clamping plate 600 is arranged on the embedded pile core 200, and the limiting clamping plate 600 is clamped at the upper end of the positioning plate 100 to prevent the embedded pile core 200 from being excessively inserted into the through hole 800.
In some embodiments, the embedded pile core 200 is provided with a limiting clamping plate 600, and the embedded pile core 200 is prevented from being inserted into the through hole 800 for multiple degrees by clamping the limiting clamping plate 600 at the upper end of the through hole 800.
Based on the above embodiment, further, the upper end of the embedded pile core 200 is provided with a connecting member 300.
The upper end of the pre-buried pile core 200 is generally provided with a connecting member 300, and the connecting member 300 may be a fixed hook and is connected with a lifting tool through the fixed hook, so that the pre-buried pile core 200 is lifted and moved by using a crane.
The embedded pile core is generally made of steel materials, the embedded pile core is hollow, and the positioning plate is a positioning steel plate.
The secant pile construction device provided by the invention can utilize the embedded pile core 200 to occupy the part of the adjacent hole occlusion, and the adjacent pile is poured after the embedded pile core 200 is taken out, so that the adjacent concrete pile occlusion is realized, the pile body is not required to be cut, the waste of concrete is reduced, the construction progress is accelerated, the consumption rate of concrete is reduced, and the labor input is reduced.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. A construction method is used for supporting and protecting construction of a deep foundation pit in a narrow space of a sandy gravel stratum, and is characterized by comprising the following steps of:
step S1: on the premise of meeting the requirement of the supporting depth, the drilling holes are arranged in a meshing mode, and the drilling sequence is implemented in a one-jump drilling mode to form a first-class hole;
step S2: placing a positioning plate above the holes of the first class, inserting the embedded pile core into the holes of the first class through the through hole of the positioning plate, positioning the embedded pile core at the occlusion position of the concrete piles formed by the holes of the first class and other concrete piles, and pouring concrete into the holes of the first class by utilizing the pouring holes;
step S3: and when the concrete in the holes reaches the preset strength, pulling out the embedded pile core.
2. The construction method according to claim 1, wherein in step S2, the embedded pile core is lifted by a crane, and the verticality is checked by a plumb bob so that the embedded pile core is vertically inserted into the hole.
3. The construction method according to claim 1, wherein a friction reducing agent is applied to the core before the core is inserted into the hole in step S2.
4. The construction method according to claim 1, further comprising step S4: drilling holes between adjacent holes of the first class to form second class holes meshed with the holes of the first class; the diameters of the first-class holes and the second-class holes are the same and are 700mm, and the first-class holes and the second-class holes are meshed by 200 mm.
5. The construction method according to claim 1, further comprising step S4: after the embedded pile core is pulled out, I-shaped steel is inserted into the position of the original embedded pile core, the upper end of the I-shaped steel is exposed, and grouting is supplemented around the I-shaped steel;
and after the concrete is initially set, combining a plurality of exposed I-shaped steels to construct the crown beam.
6. The construction method according to claim 5, wherein in step S4, the outer surface of the I-beam is cleaned of dirt and rust, and the I-beam is wrapped with a plastic film.
7. The occlusive pile construction device is characterized by comprising a positioning plate and two embedded pile cores, wherein the positioning plate is provided with through holes which correspond to the embedded pile cores and are used for the embedded pile cores to pass through; and a pouring hole is arranged between the two through holes.
8. The apparatus according to claim 7, further comprising a stopper, wherein a through hole is provided in the embedded pile core, and the stopper is insertable into the through hole to restrict excessive insertion of the embedded pile core into the through hole.
9. The apparatus for constructing an occlusive pile according to claim 7, wherein a limiting clamp plate is arranged on the embedded pile core, and the limiting clamp plate is clamped at the upper end of the positioning plate to prevent the embedded pile core from being excessively inserted into the through hole.
10. The apparatus for constructing an occlusive pile according to claim 7, wherein a connecting member is provided at an upper end of the embedded pile core.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010469064.1A CN111472364A (en) | 2020-05-28 | 2020-05-28 | Construction method and secant pile construction device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010469064.1A CN111472364A (en) | 2020-05-28 | 2020-05-28 | Construction method and secant pile construction device |
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| CN111472364A true CN111472364A (en) | 2020-07-31 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202010469064.1A Pending CN111472364A (en) | 2020-05-28 | 2020-05-28 | Construction method and secant pile construction device |
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| CN (1) | CN111472364A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125966A (en) * | 2022-07-05 | 2022-09-30 | 深圳市工勘岩土集团有限公司 | Rotary excavating soft-engagement pile-forming construction method for foundation pit supporting joint box |
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| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
| CN103276723A (en) * | 2013-04-27 | 2013-09-04 | 瑞华建设集团有限公司 | Construction method of concrete bored secant pile |
| CN106930278A (en) * | 2017-04-26 | 2017-07-07 | 安徽水安建设集团股份有限公司 | A kind of method that compromise joint pipe is used for support pile occlusion |
| CN110306561A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | A kind of foundation pit hardness construction method of interlocking pile |
| CN212375877U (en) * | 2020-05-28 | 2021-01-19 | 中交一公局集团有限公司 | Occlusive pile construction device |
-
2020
- 2020-05-28 CN CN202010469064.1A patent/CN111472364A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
| CN103276723A (en) * | 2013-04-27 | 2013-09-04 | 瑞华建设集团有限公司 | Construction method of concrete bored secant pile |
| CN106930278A (en) * | 2017-04-26 | 2017-07-07 | 安徽水安建设集团股份有限公司 | A kind of method that compromise joint pipe is used for support pile occlusion |
| CN110306561A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | A kind of foundation pit hardness construction method of interlocking pile |
| CN212375877U (en) * | 2020-05-28 | 2021-01-19 | 中交一公局集团有限公司 | Occlusive pile construction device |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125966A (en) * | 2022-07-05 | 2022-09-30 | 深圳市工勘岩土集团有限公司 | Rotary excavating soft-engagement pile-forming construction method for foundation pit supporting joint box |
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