CN114482155A - Construction method for pile soil isolation of empty pile section of ultra-long test pile - Google Patents
Construction method for pile soil isolation of empty pile section of ultra-long test pile Download PDFInfo
- Publication number
- CN114482155A CN114482155A CN202210273960.XA CN202210273960A CN114482155A CN 114482155 A CN114482155 A CN 114482155A CN 202210273960 A CN202210273960 A CN 202210273960A CN 114482155 A CN114482155 A CN 114482155A
- Authority
- CN
- China
- Prior art keywords
- pile
- casing
- protective cylinder
- pile casing
- empty
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000002689 soil Substances 0.000 title claims abstract description 35
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000002955 isolation Methods 0.000 title claims description 18
- 238000000034 method Methods 0.000 claims abstract description 20
- 230000001681 protective effect Effects 0.000 claims description 96
- 238000003466 welding Methods 0.000 claims description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 239000004927 clay Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 8
- 238000012544 monitoring process Methods 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 7
- 210000001503 joint Anatomy 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000000275 quality assurance Methods 0.000 abstract description 4
- 230000007547 defect Effects 0.000 abstract description 2
- 238000009434 installation Methods 0.000 abstract description 2
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 7
- 235000017491 Bambusa tulda Nutrition 0.000 description 7
- 241001330002 Bambuseae Species 0.000 description 7
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 7
- 239000011425 bamboo Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000010891 electric arc Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010705 motor oil Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method for separating pile soil of an empty pile section of an overlong test pile. The construction method has high construction efficiency, good quality assurance and accurate and reliable data, overcomes the unfavorable conditions that the basement is excavated and needs to be supported and then tested, improves the accuracy of the result that the friction force is reduced by adopting an empirical parameter method to calculate deduction and adopting a high-pressure jet grouting vibroflotation method to disperse the soil, and avoids the defects of complex manufacture and installation and low quality assurance of the traditional double-casing device; the invention ensures that the friction force of the soil body of the empty pile section of the overlong test pile is effectively eliminated, and can obtain more accurate bearing capacity value data for the test of the overlong test pile.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method for separating pile soil of an empty pile section of an ultra-long test pile.
Background
The pile foundation is widely applied to super high-rise buildings, the problem of how to ensure the pile forming quality of the cast-in-situ bored pile in deep soft soil areas is the current stage, and the test pile of the engineering pile provides effective parameter basis and experience reference for the design and construction of the subsequent engineering pile. The depth of a basement of many high-rise and even super high-rise buildings is deep, deep earthwork can not be excavated under the construction condition, a test pile needs to be constructed on the original ground, so that a deep negative hollow section (the depth from the ground to the designed pile top) exists, the actual construction pile length is larger than the designed effective pile length, the negative hollow section pile length is an invalid section, the friction force of soil bodies around the pile in the invalid section pile length range is not considered in a bearing capacity value, and some small-sized projects directly adopt an empirical parameter method and an in-situ test method for theoretical calculation deduction or adopt a high-pressure jet grouting vibration and impact method, but can not completely and accurately eliminate the friction force of the soil bodies at the sides of the invalid section pile. In order to obtain more accurate bearing capacity value data, a double-casing isolation method is adopted at present, but the technology is not broken through, and at present, a more complex device is adopted in similar engineering, so that the construction is more inconvenient. Therefore, it is very necessary to develop a construction method for pile-soil isolation of the empty pile section of the ultra-long test pile.
Disclosure of Invention
The invention aims to provide a construction method for separating pile soil of an empty pile section of an ultra-long test pile.
The object of the invention is achieved by the following steps:
s1, pile position placing point: adopting a total station instrument or an RTK to carry out discharge, wherein the error requirement is not more than 1cm, and carrying out rechecking before drilling;
s2, preparing a protective sleeve: the protective cylinder comprises an outer protective cylinder 1 and an inner protective cylinder 2 which are all round steel pipes, the length of the outer protective cylinder 1 is equal to the length of a negative empty section, the length of the inner protective cylinder 2 is equal to the length of the outer protective cylinder 1 plus 3.3-3.4 m, and a circle of limiting plugging rings 3 are respectively welded on the outer surface of the inner protective cylinder 2 close to the upper opening and the lower opening of the inner protective cylinder 2;
s3, sinking an outer protective cylinder: transporting the outer pile casing 1 to the position near a pile position to be drilled, hoisting the outer pile casing 1 by hoisting equipment, clamping the top of the outer pile casing 1 by using a clamp 5 of an ICE (ICE hydraulic vibration hammer) 4, hoisting the outer pile casing 1 off the ground and transporting the outer pile casing to the position above the pile for centering and verticality adjustment, starting the ICE hydraulic vibration hammer 4, slowly vibrating and sinking the outer pile casing 1 to a required elevation, monitoring the verticality in real time in the sinking process, and completing the sinking of the outer pile casing 1;
s4, sinking the inner protection barrel: drilling a hole to a designed pile top elevation through a rotary excavator to take out soil in an outer protective cylinder 1, vibrating and sinking the inner protective cylinder 2 according to the same process of sinking the outer protective cylinder in the step S3 through hoisting equipment, an ICE (electric shock absorption equipment) hydraulic vibration hammer 4 and a clamp 5, ensuring that the inner protective cylinder 2 is positioned in the center of the outer protective cylinder 1 and monitoring the verticality in real time in the sinking process, extending the bottom end of the inner protective cylinder 2 out of the outer protective cylinder 3m, enabling a limiting plugging ring 3 corresponding to the upper opening of the inner protective cylinder 2 to be 0.4-0.6 m away from the upper opening of the outer protective cylinder 1, and enabling a limiting plugging ring 3 corresponding to the lower opening of the inner protective cylinder 2 to be 0.4-0.6 m away from the lower opening of the outer protective cylinder 1;
s5, sealing the inner and outer protective sleeves: the spacing shutoff ring 3 that the interior section of thick bamboo 2 upper shed corresponds and the section of thick bamboo 1 upper shed is protected outward in, outside the section of thick bamboo clearance area between uses braided bag and clay to block up and seal, and the clay is located on the braided bag.
Compared with the prior art, the invention has the following technical effects:
1. the construction method has high construction efficiency, good quality assurance and accurate and reliable data, overcomes the unfavorable conditions that the basement is excavated and needs to be supported and then tested, improves the accuracy of the result that the friction force is reduced by adopting an empirical parameter method to calculate deduction and adopting a high-pressure jet grouting vibroflotation method to disperse the soil, and avoids the defects of complex manufacture and installation and low quality assurance of the traditional double-casing device; the invention ensures that the friction force of the soil body of the empty pile section (the depth from the ground to the designed pile top) of the overlong test pile is effectively eliminated, and more accurate bearing capacity value data can be obtained for the test of the overlong test pile;
2. the inner protective cylinder is longer than the outer protective cylinder, the bottom end of the inner protective cylinder extends out of the outer protective cylinder for a certain distance, the deep soil body is less disturbed when the protective cylinder is set up by vibration of an ICE hydraulic vibration hammer, and the soil body at the bottom end can form a self-closed space;
3. spacing shutoff ring is used for reducing the level that interior protective barrel upper portion produced to displacement tolerance, and the adaptation protects a local dimensional error and a little deformation, play supplementary shutoff effect simultaneously, wherein the spacing shutoff ring in bottom is except spacing, can regard as the inside and outside section of thick bamboo end opening shutoff compactness of safeties reinforcing, and the spacing shutoff ring in top cooperates braided bag and clay to fill, can avoid top mud and concrete etc. to drop into in, between the outer protective barrel, and will be interior after sealing, form "gas stopper" in the middle of the outer protective barrel, strengthen the closed effect, need not to demolish during the loading.
Drawings
FIG. 1 is a schematic flow diagram of the present invention;
FIG. 2 is a schematic view of a sinking structure of the casing;
FIG. 3 is a schematic view of the vertical structure of the inner and outer casings;
FIG. 4 is a schematic view of an elongated pile of casing;
FIG. 5 is a schematic view of the top full-covered edge of the casing;
in the figure: 1-outer protective cylinder, 2-inner protective cylinder, 3-limiting plugging ring, 4-ICE hydraulic vibration hammer, 5-clamp, 6-total station, 7-pile position, 8-clay sealing and 9-woven bag sealing.
Detailed Description
The invention is further described with reference to the accompanying drawings, but the invention is not limited in any way, and any alterations or substitutions based on the teaching of the invention are within the scope of the invention.
As shown in the attached figures 1-5, the invention comprises the following steps:
s1, pile position placing point: adopting a total station instrument or an RTK to carry out discharge, wherein the error requirement is not more than 1cm, and carrying out rechecking before drilling;
s2, preparing a protective sleeve: the protective cylinder comprises an outer protective cylinder 1 and an inner protective cylinder 2 which are all round steel pipes, the length of the outer protective cylinder 1 is equal to the length of a negative empty section, the length of the inner protective cylinder 2 is equal to the length of the outer protective cylinder 1 plus 3.3-3.4 m, and a circle of limiting plugging rings 3 are respectively welded on the outer surface of the inner protective cylinder 2 close to the upper opening and the lower opening of the inner protective cylinder 2;
s3, sinking an outer protective cylinder: transporting the outer pile casing 1 to the position near a pile position to be drilled, hoisting the outer pile casing 1 by hoisting equipment, clamping the top of the outer pile casing 1 by using a clamp 5 of an ICE (ICE hydraulic vibration hammer) 4, hoisting the outer pile casing 1 off the ground and transporting the outer pile casing to the position above the pile for centering and verticality adjustment, starting the ICE hydraulic vibration hammer 4, slowly vibrating and sinking the outer pile casing 1 to a required elevation, monitoring the verticality in real time in the sinking process, and completing the sinking of the outer pile casing 1;
s4, sinking the inner protection barrel: drilling a hole to a designed pile top elevation through a rotary excavator to take out soil in an outer protective cylinder 1, vibrating and sinking the inner protective cylinder 2 according to the same process of sinking the outer protective cylinder in the step S3 through hoisting equipment, an ICE (electric shock absorption equipment) hydraulic vibration hammer 4 and a clamp 5, ensuring that the inner protective cylinder 2 is positioned in the center of the outer protective cylinder 1 and monitoring the verticality in real time in the sinking process, extending the bottom end of the inner protective cylinder 2 out of the outer protective cylinder 3m, enabling a limiting plugging ring 3 corresponding to the upper opening of the inner protective cylinder 2 to be 0.4-0.6 m away from the upper opening of the outer protective cylinder 1, and enabling a limiting plugging ring 3 corresponding to the lower opening of the inner protective cylinder 2 to be 0.4-0.6 m away from the lower opening of the outer protective cylinder 1;
s5, sealing the inner and outer protective sleeves: the spacing block ring 3 that the interior casing 2 upper shed corresponds and the inside and outside casing clearance area between 1 upper shed of the outer casing use braided bag and clay to block up and seal, and the clay is located on the braided bag.
S2, the wall thickness of the circular steel tube is 11-13 mm, preferably 12mm, the steel grade is Q345B, the inner diameter of the outer protective cylinder 1 is + 19-21 cm, the selected diameter is +20cm, and the inner diameter of the inner protective cylinder 2 is + 9-11 cm, preferably +10 cm.
S2, the outer protective sleeve 1 and the inner protective sleeve 2 are formed by welding multiple sections of protective sleeves in sequence, and are suitable for the condition that the protective sleeves are long (usually the length exceeds 12m) and cannot be transported integrally, so the welding is carried out on site, and E50 type welding rod arc welding or CO is selected for welding2The welding joints of the protective cylinders are welded by adopting V-shaped grooves, spot welding is firstly adopted for fixing in four directions and then full welding is carried out, the welding protective cylinders are in straight butt joint and the axle centers are ensured to be concentric, four corners adopt positioning auxiliary batten plates or reinforcing steel bars, welding seams are continuous and full, and stress and construction requirements can be met.
After the welding of the protective cylinder joint is finished, the four sides of the joint are respectively connected in a reinforcing mode through back welding of 300-150 mm steel plates (reinforcing batten plates) with the same thickness and radian, and the stability is enhanced.
S2, welding and edge covering are carried out on the upper openings of the outer protective cylinder 1 and the inner protective cylinder 2 by adopting protective cylinder steel plates with the width of 25cm, and the edge covering is beneficial to clamping the protective cylinder by a clamp 5, so that the stability of ICE clamping and the strength enhancement are ensured; a lifting ring or an opening can be welded at a distance from the upper opening of the pile casing, so that the pile casing can be conveniently fixed through a buckle and lifted.
And S2, the limit plugging ring 3 is made of round steel.
S4, the distance between the limiting plugging ring 3 corresponding to the upper opening of the inner protective cylinder 2 and the upper opening of the outer protective cylinder 1 is preferably 0.5m, and the distance between the limiting plugging ring 3 corresponding to the lower opening of the inner protective cylinder 2 and the lower opening of the outer protective cylinder 1 is preferably 0.5 m.
The present invention will be further described with reference to examples 1 to 10.
Example 1
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile comprises the following steps of:
s1, pile position placing point: adopting a total station instrument to discharge, wherein the error requirement is not more than 1cm, and rechecking before drilling;
s2, preparing a protective sleeve: the protecting cylinder comprises an outer protecting cylinder 1 and an inner protecting cylinder 2 which are all round steel tubes, the length of the outer protecting cylinder 1 is equal to the length of a negative empty section, the length of the inner protecting cylinder 2 is equal to the length of the outer protecting cylinder 1 plus 3.3m, and a circle of limiting plugging rings 3 are respectively welded on the outer surface of the inner protecting cylinder 2 close to the upper opening and the lower opening of the inner protecting cylinder 2;
s3, sinking an outer protective cylinder: the method comprises the following steps of (1) conveying an outer casing 1 to the position near a pile position to be drilled, hoisting the outer casing 1 by hoisting equipment, clamping the top of the outer casing 1 by using a clamp 5 of an ICE (ICE power machine) hydraulic vibration hammer 4, hoisting the outer casing 1 away from the ground, conveying the outer casing 1 to the position above the pile position for centering and verticality adjustment, starting the ICE hydraulic vibration hammer 4, slowly vibrating and sinking the outer casing 1 to a required elevation, monitoring the verticality in a sinking process in real time, and completing sinking of the outer casing 1;
s4, sinking the inner protection barrel: drilling a hole to a designed pile top elevation through a rotary excavator to take out soil in an outer pile casing 1, vibrating and sinking the inner pile casing 2 according to the same process of sinking the outer pile casing in the step S3 through hoisting equipment, an ICE (engine oil hydraulic vibration) hammer 4 and a clamp 5, ensuring that the inner pile casing 2 is positioned in the center of the outer pile casing 1 and monitoring the verticality in real time in the sinking process, extending the bottom end of the inner pile casing 2 out of the outer pile casing 3m, enabling a limiting plugging ring 3 corresponding to the upper opening of the inner pile casing 2 to be 0.4m away from the upper opening of the outer pile casing 1, and enabling a limiting plugging ring 3 corresponding to the lower opening of the inner pile casing 2 to be 0.4m away from the lower opening of the outer pile casing 1;
s5, sealing the inner and outer protective cylinders: the spacing shutoff ring 3 that the interior section of thick bamboo 2 upper shed corresponds and the section of thick bamboo 1 upper shed is protected outward in, outside the section of thick bamboo clearance area between uses braided bag and clay to block up and seal, and the clay is located on the braided bag.
Example 2
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile in the embodiment is the same as that in the embodiment 1 except that the step S1 adopts RTK, the length of the inner pile casing 2 in the step S2 is equal to the length of the outer pile casing 1 plus 3.4m, the distance between the limiting blocking ring 3 corresponding to the upper opening of the inner pile casing 2 and the upper opening of the outer pile casing 1 is 0.6m, and the distance between the limiting blocking ring 3 corresponding to the lower opening of the inner pile casing 2 and the lower opening of the outer pile casing 1 is 0.6m in the step S4.
Example 3
The construction method for pile-soil isolation of an empty pile section of an ultra-long test pile in the embodiment is the same as that in the embodiment 1 except that the length of the inner pile casing 2 in the step S2 is equal to +3.35m of the length of the outer pile casing 1, the spacing plugging ring 3 corresponding to the upper opening of the inner pile casing 2 in the step S4 is 0.5m away from the upper opening of the outer pile casing 1, and the spacing plugging ring 3 corresponding to the lower opening of the inner pile casing 2 is 0.5m away from the lower opening of the outer pile casing 1.
Example 4
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile is based on the embodiment 1, and the wall thickness of the circular steel tube is 11mm in the step S2, the inner diameter of the outer protective cylinder 1 is +19cm, and the inner diameter of the inner protective cylinder 2 is +9 cm.
Example 5
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile is based on the construction method of the embodiment 2, and is characterized in that the wall thickness of the circular steel tube is 13mm in the step S2, the inner diameter of the outer protective cylinder 1 is +21cm, and the inner diameter of the inner protective cylinder 2 is +11 cm.
Example 6
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile is based on the example 3, and the wall thickness of the circular steel tube is 12mm in the step S2, the inner diameter of the outer protective cylinder 1 is +20cm, and the inner diameter of the inner protective cylinder 2 is +10 cm.
Example 7
The construction method for separating the pile soil of the empty pile section of the ultra-long test pile is based on the embodiment 4, and comprises the steps of S2, sequentially welding an outer pile casing 1 and an inner pile casing 2 by multiple sections of pile casings, selecting E50 type welding rod electric arc welding for welding, adopting V-shaped groove welding at a welding joint of the pile casings, firstly adopting spot welding for fixing in four directions and then fully welding, ensuring that the welding pile casings are in straight butt joint and the axes are concentric, and adopting positioning auxiliary batten plates or reinforcing steel bars at four corners.
Example 8
In the construction method for separating the pile soil of the empty pile section of the ultra-long test pile, the step of removing S2, namely welding the multi-section pile casing, adopts CO2After the welding of the casing joint is completed, the four sides of the joint are respectively welded with the steel plates with the same thickness and the same radian for reinforcement connection, and the rest is the same as the embodiment 7.
Example 9
In the construction method for pile-soil isolation of the empty pile section of the ultra-long test pile, based on the embodiment 8, the upper openings of the outer protective cylinder 1 and the inner protective cylinder 2 in the step S2 are welded and covered with wide protective cylinder steel plates.
Example 10
The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile is based on the embodiment 9, and the limiting plugging ring 3 in the step S2 is round steel with the diameter of 22 mm.
Claims (6)
1. A construction method for pile-soil isolation of an empty pile section of an ultra-long test pile is characterized by comprising the following steps:
s1, pile position placing point: adopting a total station instrument or an RTK to carry out discharge, wherein the error requirement is not more than 1cm, and carrying out rechecking before drilling;
s2, preparing a protective sleeve: the protective cylinder comprises an outer protective cylinder (1) and an inner protective cylinder (2) which are all round steel pipes, the length of the outer protective cylinder (1) is equal to the length of a negative hollow section, the length of the inner protective cylinder (2) is equal to the length of the outer protective cylinder (1) plus 3.3-3.4 m, and a circle of limiting plugging rings (3) are respectively welded on the outer surface of the inner protective cylinder (2) close to the upper opening and the lower opening of the inner protective cylinder (2);
s3, sinking an outer protective cylinder: the method comprises the following steps of conveying an outer pile casing (1) to the position near a pile position to be drilled, lifting the outer pile casing (1) by lifting equipment, clamping the top of the outer pile casing (1) by using a clamp (5) of an ICE (ICE) hydraulic vibration hammer (4), lifting the outer pile casing (1) away from the ground, conveying the outer pile casing (1) to the position above the pile for centering and verticality adjustment, starting the ICE hydraulic vibration hammer (4), slowly vibrating and sinking the outer pile casing (1) to a required elevation, monitoring the verticality in a sinking process in real time, and completing sinking of the outer pile casing (1);
s4, sinking the inner protection barrel: drilling a hole to a designed pile top elevation through a rotary excavator, taking out soil in an outer pile casing (1), vibrating and sinking an inner pile casing (2) according to the same process of sinking the outer pile casing in the step S3 through hoisting equipment, an ICE (ICE) hydraulic vibration hammer (4) and a clamp (5), ensuring that the inner pile casing (2) is positioned in the center of the outer pile casing (1) and monitoring the verticality in real time in the sinking process, extending the bottom end of the inner pile casing (2) out of the outer pile casing (1) by 3m, enabling a limiting plugging ring (3) corresponding to the upper opening of the inner pile casing (2) to be 0.4-0.6 m away from the upper opening of the outer pile casing (1), and enabling a limiting plugging ring (3) corresponding to the lower opening of the inner pile casing (2) to be 0.4-0.6 m away from the lower opening of the outer pile casing (1);
s5, sealing the inner and outer protective sleeves: the spacing plugging ring (3) corresponding to the upper opening of the inner protection cylinder (2) and the clearance area between the upper opening of the outer protection cylinder (1) are blocked and sealed by woven bags and clay which is positioned on the woven bags.
2. The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile according to claim 1, wherein the wall thickness of the round steel pipe in the step S2 is 11-13 mm, the inner diameter of the outer pile casing (1) is + 19-21 cm, and the inner diameter of the inner pile casing (2) is + 9-11 cm.
3. The construction method for pile-soil isolation of empty pile section of ultra-long test pile according to claim 1, wherein the outer casing (1) and the inner casing (2) of step S2 are formed by welding multiple casings in sequence, and the welding is selected from E50 type welding rod arc welding or CO2The welding joint of the protective cylinder is welded by adopting a V-shaped groove, spot welding is firstly adopted for fixing in four directions and then full welding is carried out, the butt joint of the welded protective cylinder is straight and the axle center is ensured to be concentric, and positioning auxiliary batten plates or reinforcing steel bars are adopted for four corners.
4. The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile according to claim 3, wherein after the pile casing joint is welded, the four sides of the joint are respectively welded with the back welding of steel plates with the same thickness and radian to reinforce the connection.
5. The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile according to claim 1, wherein the upper openings of the outer pile casing (1) and the inner pile casing (2) in the step S2 are welded and covered by wide pile casing steel plates.
6. The construction method for pile-soil isolation of the empty pile section of the ultra-long test pile according to claim 1, wherein the limiting blocking ring (3) in the step S2 is round steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210273960.XA CN114482155A (en) | 2022-03-20 | 2022-03-20 | Construction method for pile soil isolation of empty pile section of ultra-long test pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210273960.XA CN114482155A (en) | 2022-03-20 | 2022-03-20 | Construction method for pile soil isolation of empty pile section of ultra-long test pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114482155A true CN114482155A (en) | 2022-05-13 |
Family
ID=81487950
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210273960.XA Pending CN114482155A (en) | 2022-03-20 | 2022-03-20 | Construction method for pile soil isolation of empty pile section of ultra-long test pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114482155A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892653A (en) * | 2022-06-14 | 2022-08-12 | 中国建筑第四工程局有限公司 | Steel casing combined structural member and construction method thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201502060U (en) * | 2009-08-10 | 2010-06-09 | 湖北中建三局建筑工程技术有限责任公司 | Bored pile double pile casing system |
| CN203008003U (en) * | 2012-12-18 | 2013-06-19 | 上海建工四建集团有限公司 | Double-layer sleeve used on non-friction segment of test pile of draw-resisting bored pile |
| CN203924146U (en) * | 2014-05-29 | 2014-11-05 | 中国新兴建设开发总公司 | A kind of two sleeves of overlength of eliminating non-effective section of side frictional resistance of engineering pile |
| CN109056857A (en) * | 2018-09-11 | 2018-12-21 | 上海建科工程咨询有限公司 | Test pile side friction cancellation element and method |
| CN110206024A (en) * | 2019-05-07 | 2019-09-06 | 中建八局第二建设有限公司 | A kind of method and structure for eliminating bored concrete pile side frictional resistance |
| CN210288371U (en) * | 2019-07-11 | 2020-04-10 | 陕西建工基础工程集团有限公司 | Multi-section splicing pile foundation casing |
| CN210562148U (en) * | 2019-05-07 | 2020-05-19 | 中建八局第二建设有限公司 | Structure for eliminating side frictional resistance of cast-in-place pile |
-
2022
- 2022-03-20 CN CN202210273960.XA patent/CN114482155A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201502060U (en) * | 2009-08-10 | 2010-06-09 | 湖北中建三局建筑工程技术有限责任公司 | Bored pile double pile casing system |
| CN203008003U (en) * | 2012-12-18 | 2013-06-19 | 上海建工四建集团有限公司 | Double-layer sleeve used on non-friction segment of test pile of draw-resisting bored pile |
| CN203924146U (en) * | 2014-05-29 | 2014-11-05 | 中国新兴建设开发总公司 | A kind of two sleeves of overlength of eliminating non-effective section of side frictional resistance of engineering pile |
| CN109056857A (en) * | 2018-09-11 | 2018-12-21 | 上海建科工程咨询有限公司 | Test pile side friction cancellation element and method |
| CN110206024A (en) * | 2019-05-07 | 2019-09-06 | 中建八局第二建设有限公司 | A kind of method and structure for eliminating bored concrete pile side frictional resistance |
| CN210562148U (en) * | 2019-05-07 | 2020-05-19 | 中建八局第二建设有限公司 | Structure for eliminating side frictional resistance of cast-in-place pile |
| CN210288371U (en) * | 2019-07-11 | 2020-04-10 | 陕西建工基础工程集团有限公司 | Multi-section splicing pile foundation casing |
Non-Patent Citations (2)
| Title |
|---|
| 刘刚亮编著: "杭州湾跨海大桥北航道桥施工技术", 广州：广东科技出版社, pages: 65 - 66 * |
| 刘吉宏: "双护筒消除桩基侧摩阻力法在某海外工程中的应用", 建材与装饰, 31 March 2021 (2021-03-31), pages 233 - 234 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892653A (en) * | 2022-06-14 | 2022-08-12 | 中国建筑第四工程局有限公司 | Steel casing combined structural member and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109723065B (en) | Reinforcing device and deep foundation pit local freezing reinforcing construction method in water-rich gravel stratum | |
| CN102383431B (en) | Middle pick prestressed centrifugally pile tube pile-sinking device and pile sinking method thereof | |
| CN106703028A (en) | Large-diameter manual hole digging pile prefabricated assembly type steel guard wall and construction technology thereof | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN114855794B (en) | Rock-socketed single pile construction method based on double-pile-casing pile-stabilizing platform | |
| CN103485347A (en) | Batter pile used for building foundation pit support and construction method thereof | |
| CN114482155A (en) | Construction method for pile soil isolation of empty pile section of ultra-long test pile | |
| CN110593258A (en) | Existing building pile foundation steel sleeve pile reinforcing construction method and reinforcing structure | |
| CN214245694U (en) | Pile forming system for large-diameter cast-in-situ bored pile in karst area | |
| CN112554176B (en) | Full-casing twisted pipe follow-up rotary drilling pore-forming construction method | |
| CN212052725U (en) | Karst cave area stake construction structures | |
| CN210975801U (en) | Existing building pile foundation steel sleeve pile reinforced structure | |
| CN109989346B (en) | Bridge large-diameter precast concrete tubular column foundation and construction method thereof | |
| CN116464035A (en) | Construction method for replacing underground structure internal pile with column | |
| CN217870505U (en) | Excavation supporting construction of tunnel top foundation ditch excavation | |
| CN214363441U (en) | Manual hole digging pile for karst area | |
| CN102758434B (en) | Middle pick prestressed centrifugally pile tube pile-sinking device and pile sinking method thereof | |
| CN115162318A (en) | Open-close type isolation pile for controlling influence of vacuum preloading environment and isolation method thereof | |
| CN110144903B (en) | Construction method for foundation pit support in air defense cavity | |
| CN113789796A (en) | Steel sheet pile cofferdam construction method for high-flow-rate sandy gravel area | |
| CN220117281U (en) | Near existing subway tunnel pipe-jacking receiving well end reinforcing configuration system | |
| CN117967324B (en) | Rectangular steel sleeve passing station and receiving construction method for pipe jacking equipment | |
| CN216788421U (en) | Reinforcement construction system of tunnel business turn over hole portal | |
| CN218437047U (en) | Guide frame device for pile foundation construction of offshore jacket | |
| CN220377259U (en) | Construction device for rotary digging hole-forming fender post through deep buried culvert double sleeve |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |