LU102671B1 - Method for determining safety of miniature cast-in-place pile support in artificially dug well - Google Patents
Method for determining safety of miniature cast-in-place pile support in artificially dug well Download PDFInfo
- Publication number
- LU102671B1 LU102671B1 LU102671A LU102671A LU102671B1 LU 102671 B1 LU102671 B1 LU 102671B1 LU 102671 A LU102671 A LU 102671A LU 102671 A LU102671 A LU 102671A LU 102671 B1 LU102671 B1 LU 102671B1
- Authority
- LU
- Luxembourg
- Prior art keywords
- pile
- pour
- pile body
- micro
- judging
- Prior art date
Links
Classifications
-
- 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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/08—Investigation of foundation soil in situ after finishing the foundation structure
-
- 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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
- E02D17/083—Shoring struts
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The present invention relates to a method for judging the support safety of a micro-pour-pile of manual-excavation well, and belongs to the field of bridge architecture construction. The present invention determines whether the pile is in a safe state to ensure that construction is performed safely by determining a construction length L of the micro-pour-pile and a construction angle [theta] between vertical lines, the construction length and the construction angle, a buried depth Z0 of the bottom of manual-excavation well, saturated unit weight Ysat of soil mass around the pile, the cohesive force c and the internal friction angle cp of the soil mass around the pile, the active earth pressure strength [sigma]a0 at the bottom of excavation well and the active earth pressure strength [sigma]a1 corresponding to a half depth position within downward pile body range, the active earth pressure resultant force Ea on the side of the pour-pile far away from the excavation well, the maximum shearing stress [tau]max at the most dangerous point of the pile body, the bending moment Mmax at the most dangerous point of the pile body, the maximum tensile stress [sigma]max caused by the bending moment at the most dangerous point of the pile body and judging the safety of the above results.
Description
8L-5211 METHOD FOR DETERMINING SAFETY OF MINIATURE CAST-IN-PLACE
BACKGROUND Field of Invention The present application belongs fo the technical field of bridge construction. in particular relates to a method for judging the support safety of a micro-pour-pile (miniature cast-in-place pile) of manual-excavation well (artificially dug well), Background of the Invention In the weak stratum located below the groundwater level. the use of manual digging is more dangerous. The main reason is that due to the low strength of the shaft wall soil mass. it moves into the well under the action of horizontal earth pressure. resulting in that the shaft wall is unable to stabilize itself. and digging downwards cannot be performed. Therefore. in this Kind of stratum, it is very important to support the shaft wall soil mass in advance to maintain the stability of the shaft wall. The use of micro- pour-pile for support is one of the better methods, which can effectively support the surrounding soil mass. Although the micro-pour-pile as a relatively new type of supporting pile has been successfully applied in the engineering. the safety of the pile is basically based on the construction experience and the construction safety is not guaranteed for lack of corresponding theoretical guidance.
Therefore, it is necessary to provide an improved technical solution for the above- mentioned shortcomings of the prior art.
SUMMARY The purpose of the present invention is lo overcome the above-mentioned technical defects that when judging the safety of the pile body, it relies on construction experience. and lacks corresponding theoretical guidance, so that construction safety cannot be effectively guaranteed in prior art.
In order to achieve the above purpose. the present invention provides the following technical solutions.
BL-5211
A method for judemg the support safety eof a micro-pour-pile of manual- excavation well. the judging method includes the Following steps:
step SI. determining à construction length Z of micro-pour-pile and a construction angle? between vertical lines:
step S2. determining a buried depth =, of the bottom of manual-excavation well:
step S3. determining a saturated unit weighty of soil mass on the pour-pile side:
step S4. determining a cohesive force c and an internal friction angle g of the soil mass on the pour-pile side:
step S5. determining an active earth pressure strength a at the bottom of excavation well and an active earth pressure strength o,, corresponding to à half depth position within downward pile body range:
step S6. determining an active carth pressure resultant force £ on the side of the pour-pile far away from the excavation well:
step 87. determining a maximum shearing stress 7 al the most dangerous point of the pile body:
step S8. determining a bending moment Af at the most dangerous point of the pile body:
step S9. determining a maximum tensile stress caused by the bending moment at the most dangerous point of the pile body:
step S10. making à safety judgment, the specific method is:
when the pile body is in a safe state. the following two conditions should be met at the same time:
condition |: the maximum shearing stress imposed on the pile body must be less than the allowable shearing stress [7] of the pile body material:
condition 2: the maximum tensile stress imposed on the pile body must be fess than the allowable tensile stress [o]of the pile body material:
that is: when condition | and condition 2 are met at the same time, the pile body is in a safe state:
when one or both of condition | and condition 2 are not satisfied. the pile body is in a broken state.
Bl -5241 Compared with the closest existing technotogx. the technical solutions provided by the present imvention have the following excellent effects.
In the present invention, when the micro-pour-pile support is used in the well. with the excavation of the soil mass in the well. the pour-pile is subject to more and more pressure from the so mass outside the well, and the shear stress and tensile stress in the pour-pile are also increased. At the same time, considering that the pour-pile will not overall slide and damage. the allowed excavation depth every time is limited to a half depth position within downward pile body range at the bottom of excavation well. By comparing the maximum shearing stress Fina imposed on the pile body. the allowable shearing stress of the pile body material. the maximum tensile stress Cr imposed on the pile body. and the allowable tensile stress 171 of the pile body material, it is determined whether the pite body is stable and safe. The present invention solves the technical shortcomings in the existing technology of relving solely on experiences to determine whether the pour-pile is safe. By using condition 1 and condition 2 to quantitatively determine whether the pour-pile is safe. the safety of the pour-pile can be improved during specific construction. the judging method of the present invention accurately and quickly judges the safety on the pour-pile.
DETAILED DESCRIPTION OF THE EMBODYMENTS The technical solutions in the examples of the present invention will be described clearly and completely below. Obviously, the described examples are only part of the examples of the present invention, rather than all the examples. Based on the examples in the present invention. other examples which are obtained by those skilled in the art all fall within the protection scope of the present invention, Example 1 The present invention provides a method for judging the support safety of a micro- pour-pile of manual-excavation well. the method for judging including the following steps:
BL-5241 step SIL determining a construction leneth / of micro-pour-pile and a construction angle between vertical lines: Preferably. the construction length Lin step SI 1s 0.8-2.0 m (such as 0.8 m. 0.9 m.
1.0 m. 1.2m, 13m 1.5m 1.8 m. 1.9 m, 2.0 m). the construction angle 0 between vertical lines is among 3-15° {such as 3°. 5°. 8°, 9°. 10°, 15°).
step S2. determining the buried depth 7, of the bottom of manual-excavation well, the buried depth of the bottom of manual-excavation well is the buried depth of the pile top of the pour-pile after construction.
step S3. determining a saturated unit weight 7, of soil mass on the pour-pile side. the specific method of step S3 is: taking undisturbed soit samples around a shaft wall by using drilling methods. measuring à density p of soil mass, a relative density «of the soil mass and a water content wofthe soil mass, and then calculating a saturated unit weight of the soil mass through the following formula. which is obtained by converting conventional gcotechnical parameter conversion formula: Fou PE (formula: d +e . Pu = p, (formula 2): tte e= dyn, I (formula 3): p wherein g ts gravitational acceleration. p, is water density. taking 1.0 g/cm’.
Preferably. in the step $3. measuring the density # of the soil mass by the annulus- reamer (ring shear) method, measuring the relative density d, of the soil mass by the pycnometric method. and measuring the water content Wot the soil mass by the drying method, Step 54, determining a cohesive force cand an internal friction angle @ of the soil mass on the pour-pile side. Taking undisturbed soil samples around a shaft wall by using drilling methods. transporting them to the laboratory for direct shearing test. and measuring the cohesive force and the internal friction angle of the soil.
> LU102671 BL 5211 Step SAC determining an active earth pressure strength 6, at the bottom of excavation well and an active carth pressure strength 0, corresponding to a half depth position within downward pile body range. the o and a, in step S5 are respectively: Fu = uk, 20 JK, {formula 4): a, ~~ K, eK, (formula 5); wherein, KÆ, — tan (45° - 7/2): zZ I, +0.5Lc0s0 - Step S6, determining an active carth pressure resultant force £ on the side of the pour-pile far away from the excavation well the £ in step $6 is: | . L - 59.0 +a, Hz, -7,) (formula 6). Step S7. determining a maximum shearing stress rat the most dangerous point of the pile body. the rin step 87 is: E, “ Fu, = (formula 7) d wherein. dis a pile diameter of the pour-pile.
Step S8. determining the bending moment Af at the most dangerous point of the pile body. the Mu in step S8 is: Cul CN =. Mau A Gio) 0 ZTE 7 - 0 (formula 8). as 2 6 Step S9. determining the maximum tensile stress a, caused by the bending moment at the most dangerous point of the pile body, the 6, in step $9 is: M . Tone =~ (formula 9) Ww . CK wherein, Wo = —- 6 Step S10. making a safety judgment.
The specific method ot step S10 is: when the pile body is in a sale state. the following two conditions should be met at the same time:
BL 521 condition |: the maximum shearing stress rimposed on the pile body must be less than the allowable shearing stress | r]ot the pile body material: condition 2: the maximum tensile stress imposed on the pile body 6, Must be less than the allowable tensile stress [o | of the pile body material: that is: when condition | and condition 2 are met at the same time. the pile body is in a safe state: when one or both of condition | and condition 2 are not satisfied. the pile body is in a broken state.
Example 2 A city in the southeast coast ol'my country adopts the pipe jacking method to install rainwater pipes. [Lis necessary to excavate working shafts vertically at intervals. The shafts adopt manual digging method. Every 0.8 to 1.0 m is dug downwards, and reinforced concrete is poured around the shaft wall for support. When the excavation reaches 3.2 m, the groundwater is abundant. the soil mass is weak. and the excavation cannot be continued. Micro-pour-pile is adopted to pre-support the soil mass of the shalt wall. and the method of the present invention is used to judge the safety of the micro- pour-pile.
According to the on-site construction mechanical conditions. soil conditions and construction environment and so on, the length of the micro-pour-pile / in this project is determined to be 1.0 m. and the pour angle (infusion angle) @is 8°: when the well is excavated to a depth of 3.2 m. the excavation is stopped and the micro-pour-pile is started to be constructed; C20 cement slurry is used for the pile body: the undisturbed soil sample is taken by the drilling method around the shaft wall and transported to the laboratory. The density p of the soil mass is measured to be 1.85 g/em* by the annutus- reamer method, the relative density of the soil mass is measured to be 2.71 by the pyenometric method. and the water content wofthe soil mass is measured to be 23.4 % by the drying method. and then the saturated unit weight 7, of the soil mass is calculated to be 19.1 KN/m°. The undisturbed soil sample is taken by the drilling method around the shalt wall and transported to the lab to carry out the direct shearine test. The
/ LU102671 BL-5211 cohesive force coat the soil mass around on the pile side is measured to be 16 kPa. and the internal friction angle pis measured to be 11°: the active carth pressure strength or, at the bottom of excavation well is further calculated to be 15.2 kPa, the active carth pressure strength, corresponding to à half depth position within downward pile body range is 21.6 kPa: the active earth pressure resultant force Æ, on the side of the pour- pile far away from the excavation well is 9.1 KN/m; the maximum shearing stress 7, at the most dangerous point of the pile body is 0.076 MPa. the maximum tensile stress Ta caused by the bending moment at the most dangerous point of the pile body is 0.88 MPa, the two are respectively less than the allowable shearing stress of the pile body material {r|7 1.76 MPa. and less than the allowable tensile stress of the pile body material [co ]-+ 1.1 MPa. which shows that the pile body is in a safe state.
In summary, when the micro-pour-pile support is used in the well in the present invention. with the excavation of the soil mass in the well, the pour-pile is subject to increasing pressure from the soil mass outside the well. The internal shear stress and tensile stress are also increasing. At the same time, in order to take into account that the pour-pile will not cause overall sliding damage. the allowable excavation depth is limited to a half depth position within downward pile body range at the bottom of excavation well. By comparing the maximum shearing stress Fini imposed on the pile body. the allowable shearing stress of the pile body material. the maximum tensile stress Tuan imposed on the pile body, and the allowable tensile stress! 71 of the pile body material, itis determined whether the pile body is stable and safe. The present invention sotves the technical shortcomings in the existing technology of relying solely on experiences to determine whether the pour-pile is safe. By using condition | and condition 2 to quantitatively determine whether the pour-pile is sale, the safety of the pour-pile can be improved during specific construction. the judging method of the present invention accurately and quickly judges the safety on the pour-pile.
The foregoing descriptions are only preferred examples of the present invention and are not used to limit the present invention. Any modification. equivalent replacement. improvement. etc. made within spirit and principle of the present invention, should be included in the protection scope of the pending claims of the present invention.
Claims (9)
- BL-5211CLAIMS i. A method for judging support safety of a micro-pour-pile of manual-excavation well, characterized in that the method for judging includes: step SI. determining a construction length / of the micro-pour-pile and a construction angle@ between vertical lines: step S2. determining a buried depth = of a bottom of the manual-excavation well; step 83. determining a saturated unit weight 7 of soil mass on the pour-pile side: step 54, determining a cohesive force c and an internal friction angle ¢ of the soil mass on the pour-pile side: step 83. determining an active carth pressure strength or at the bottom of the excavation well and an active carth pressure strength œ,, corresponding to a half depth position within downward pile body range: step S6. determining an active earth pressure resultant force £ on a side of the pour-pile far away from the excavation well: step 57, determining a maximum shearing stress 7, at the most dangerous point ol the pile body; step 88, determining a bending moment Af at the most dangerous point of the pile body: step 89. determining a maximum tensile stress 5, caused by the bending moment at the most dangerous point of the pile body: step S10. making a safety judgment, a specific method of which is: when the pile body is in a safe state. the folowing two conditions should be met at the same Lime: condition I: the maximum shearing stress 7, imposed on the pile body must be less than the allowable shearing stress [r]of the pile body material; condition 2: the maximum tensile stress imposed on the pile body must be less than the allowable tensile stress [a] of the pile body material: that is: when condition 1 and condition 2 are met at the same time. the pile is in a safe state:BL-5211 When one or both of condition 1 and condition 2 are not satisfied. the pile body is in a broken state.
- 2. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim 1, characterized in that a specific method of step S3 is: taking undisturbed soil samples around a shaft wall by using a drilling method. measuring a density > of soil mass. a relative density of, of the soil mass and a water content wolf the soil mass, and then calculating the saturated unit weight of the soil mass through the following formula. which is obtained by converting conventional geotechnical parameter conversion formula: Fou Pog (lormula 1: d +e . Pau = =p {formula 2}; l+e d(l+w)p . A oT (formula 3): p wherein g Is gravitational acceleration. pis water density, taking 1.0 g/cm’,
- 3. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim |. characterized in that the anda in step 85 are: Ga a 20 JK, (formula 4): a, AK, 20 JK, (formula 5); : Can {A&C nT - wherein, A, =tan°(45°—@/2}: 1, oz, +0.5/,cosû .
- 4. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim |. characterized in thatthe £ in step 56 15: oh . f= (Ta +o, HE Zu) (formula 6).BL-5211
- 5. The method for judging the support satety of a micro-pour-pite of manual-excavation well according to claim 1. characterized in that ther in step S7 is: To, = — (formula 7) o wherein, « is the pile diameter of the pour-pile.
- 6. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim |, characterized in that the Mas in step $8 is: M — Tau (Zı a y + (Top a Fa, >} (formula 8) max 2 6
- 7. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim |, characterized in that the or in step S9 is: M . Ope = (formula 9) Ww. ; LOF wherein, WW. =. 6
- 8. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim |. characterized in that the construction length Lin step S1 is0.8-2.0 m. and the construction angle # between vertical lines is 3-15°.
- 9. The method for judging the support safety of a micro-pour-pile of manual-excavation well according to claim 1. characterized by, in the step 53. measuring a density pofthe soil mass by an annulus-reamer method, measuring à relative density d of the soil mass by a pycnometric method, and measuring a water content wofthe soil mass by a drying method.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911220585.7A CN110924403A (en) | 2019-12-03 | 2019-12-03 | Method for judging support safety of miniature cast-in-place pile of artificial hole digging well |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| LU102671B1 true LU102671B1 (en) | 2021-06-10 |
Family
ID=69848383
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| LU102671A LU102671B1 (en) | 2019-12-03 | 2020-07-22 | Method for determining safety of miniature cast-in-place pile support in artificially dug well |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN110924403A (en) |
| LU (1) | LU102671B1 (en) |
| WO (1) | WO2020253887A1 (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110924403A (en) * | 2019-12-03 | 2020-03-27 | 中铁九局集团有限公司 | Method for judging support safety of miniature cast-in-place pile of artificial hole digging well |
| CN111537433A (en) * | 2020-05-08 | 2020-08-14 | 中铁九局集团有限公司 | Method for predicting jacking force of buried pipe in drill hole |
| CN112431236B (en) * | 2020-11-12 | 2022-03-08 | 广东省建设工程质量安全检测总站有限公司 | Novel method for judging dangerous points of support piles |
| CN112432882B (en) * | 2020-11-18 | 2022-05-03 | 华侨大学 | Offshore underwater high-pressure dilution sludge hole stabilizing angle prediction method |
| CN112647515A (en) * | 2020-11-27 | 2021-04-13 | 中铁西安勘察设计研究院有限责任公司 | Method for predicting excavation footage after micro cast-in-place pile support of artificial hole digging well |
| CN112900422B (en) * | 2021-01-22 | 2022-08-26 | 中交第一航务工程局有限公司 | Safe construction method for manual hole digging pile |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101226170A (en) * | 2007-12-26 | 2008-07-23 | 广东省建筑工程集团有限公司 | Method for detecting data aggregation judgment by foundation pile sound wave transmission method |
| JP6590101B1 (en) * | 2019-04-26 | 2019-10-16 | ジャパンパイル株式会社 | Concrete pile with outer shell steel pipe and design method thereof |
| CN110397040B (en) * | 2019-05-14 | 2021-04-06 | 湖北工业大学 | Foundation pit wall soil deformation management method |
| CN110924403A (en) * | 2019-12-03 | 2020-03-27 | 中铁九局集团有限公司 | Method for judging support safety of miniature cast-in-place pile of artificial hole digging well |
-
2019
- 2019-12-03 CN CN201911220585.7A patent/CN110924403A/en active Pending
-
2020
- 2020-07-22 LU LU102671A patent/LU102671B1/en active IP Right Grant
- 2020-07-22 WO PCT/CN2020/103620 patent/WO2020253887A1/en active Application Filing
Also Published As
| Publication number | Publication date |
|---|---|
| WO2020253887A1 (en) | 2020-12-24 |
| CN110924403A (en) | 2020-03-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| LU102671B1 (en) | Method for determining safety of miniature cast-in-place pile support in artificially dug well | |
| CN110424381A (en) | A kind of process for rotary digging drilling hole stake | |
| CN103243747B (en) | Deviation rectifying method of prestressed concrete pipe pile foundation | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| Guo et al. | Model tests on installation techniques of suction caissons in a soft clay seabed | |
| CN104631438B (en) | Long auger guncreting uplift pile construction method | |
| CN102635113A (en) | Construction method for hydraulic vibrating sinking pipe cast-in-place piles | |
| CN109555116A (en) | A kind of high density karst intense development area fully-sleeved filled pile construction method | |
| CN102953341A (en) | Overhead trestle structure built on non-covering steep bare rocks in deep rapids | |
| CN101614020A (en) | Flexible bladder type anti-corrosive apparatus and use the anticorrosion stake and the job practices of this device | |
| CN106149684A (en) | A kind of full-sleeve long screw auger drilling deposited pile construction method | |
| CN108894214A (en) | A kind of solution cavity geological environment bored concrete pile and its bore forming method | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN105002915A (en) | Construction method of steel casing guard wall of manual hole digging pile | |
| CN112627172A (en) | Pile forming system and construction method for large-diameter cast-in-situ bored pile in karst area | |
| CN109853531A (en) | A kind of pile foundation construction process of cast-in-situ bored pile | |
| CN103485347A (en) | Batter pile used for building foundation pit support and construction method thereof | |
| Du et al. | Centrifuge evaluation of the influential factors in the uplift capacity of suction foundations in clay | |
| CN102808407A (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN202925575U (en) | Pre-buried structure for core-drilling detection of foundation pile | |
| CN109339081A (en) | One kind having bottom plate open caisson mechanism and its construction method | |
| Peng et al. | Field Tests′ Study of Deviation Correction of Building near Excavation | |
| CN104727305B (en) | Boring high-pressure slip-casting uplift pile construction method | |
| CN112647515A (en) | Method for predicting excavation footage after micro cast-in-place pile support of artificial hole digging well | |
| CN207499006U (en) | Existing load-bearing engineering pile detection restores structure again |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| FG | Patent granted |
Effective date: 20210610 |