CN113914301A - Millimeter-level settlement control method in mudstone geological environment - Google Patents
Millimeter-level settlement control method in mudstone geological environment Download PDFInfo
- Publication number
- CN113914301A CN113914301A CN202010657687.1A CN202010657687A CN113914301A CN 113914301 A CN113914301 A CN 113914301A CN 202010657687 A CN202010657687 A CN 202010657687A CN 113914301 A CN113914301 A CN 113914301A
- Authority
- CN
- China
- Prior art keywords
- hole
- pile
- mudstone
- geological environment
- millimeter
- 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
- 238000000034 method Methods 0.000 title claims abstract description 29
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 238000010276 construction Methods 0.000 claims abstract description 12
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 12
- 230000002787 reinforcement Effects 0.000 claims abstract description 10
- 239000011435 rock Substances 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 7
- 238000007789 sealing Methods 0.000 claims abstract description 7
- 239000010959 steel Substances 0.000 claims abstract description 7
- 238000005553 drilling Methods 0.000 claims abstract description 5
- 238000009412 basement excavation Methods 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 3
- 230000008569 process Effects 0.000 abstract description 5
- 239000011148 porous material Substances 0.000 abstract 1
- 238000006073 displacement reaction Methods 0.000 description 10
- 230000008859 change Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 230000005540 biological transmission Effects 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 2
- 230000001186 cumulative effect Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000005779 cell damage Effects 0.000 description 1
- 208000037887 cell injury Diseases 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000011112 process operation Methods 0.000 description 1
- 238000002661 proton therapy Methods 0.000 description 1
- 230000005855 radiation Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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 millimeter-scale settlement control method in a mudstone geological environment, which comprises the following steps of S01: manually excavating the hole pile downwards in a sectional mode under the mudstone geological environment, wherein the sectional mode is that a reinforced concrete retaining wall is poured after the hole pile is excavated downwards by a first depth distance h, then the reinforced concrete retaining wall is poured by a second depth distance h, and the circular construction is sequentially carried out; s02 expanding the end of the pore pile: when the pile is dug to the required depth, identifying the end part of the pile, and when the pile meets the requirement, making an expanded head on the end part of the pile; and S03 time-limited bottom sealing: and checking and accepting the hole bottom by adopting a drilling television imager, synchronously placing the steel reinforcement cage into the hole, and pouring concrete at the hole bottom within 12 hours. Under the condition of large load, the sinking of the hole pile in the mudstone geological environment can be effectively controlled by adopting the process modes of manually digging the hole pile into the rock, making an enlarged head on the end part of the hole pile, sealing the bottom in a limited time and pouring underwater concrete.
Description
Technical Field
The invention belongs to the field of buildings, and particularly relates to a millimeter-scale settlement control method in a shale geological environment.
Background
The sandy mudstone geological environment mainly exists in a stratum in the form of sand and a mudstone layer, the geological strength is low, elasticity and plasticity are shown under the action of load, the geologic environment also has rheological property related to time, and when the bored pile is constructed, the sinking hazard of the bored pile caused by the rheological property of the rock cannot be ignored.
The proton treatment system belongs to high-precision instruments and equipment, the relative sedimentation in the range of 10m is required to be less than 0.2 m/year, otherwise, high-energy protons are deflected to cause the normal cell damage of a human body or cause unnecessary radiation.
The conventional method mainly has the following defects:
the method comprises the following steps of firstly, drilling, pouring and settling are large, sediment thickness is controlled to be less than or equal to 5cm according to the specification GB51004-2015 of building foundation engineering construction specification, and the allowable settling amount is 12 cm-35 cm JGJ 94-2008 of building pile foundation technical specification;
secondly, the strength of the mudstone is reduced very quickly after the mudstone is soaked in water, the wet operation process is unfavorable for settlement control, and the dry operation needs to determine the controlled balance point of the relation between bottom sealing time limit and strength reduction;
thirdly, the bored pile cannot form an expanded head, and the settlement control and the lifting are not obvious;
fourthly, the barrel stringing direct casting process is adopted for pouring the concrete for the dry operation pile foundation, the concrete is easy to separate and is not compact, and other processes adopted for controlling the settlement have high cost.
Disclosure of Invention
In order to solve the technical problems, the invention provides a millimeter-scale settlement control method in a mudstone geological environment.
The technical scheme provided by the invention is as follows: the millimeter-level settlement control method under the shale geological environment comprises the following steps:
s01, manually digging a hole and piling into rock: manually excavating the hole pile downwards in a sectional mode under the mudstone geological environment, wherein the sectional mode is that after the hole pile is excavated downwards by a first depth distance h, a reinforced concrete retaining wall is poured, then the hole pile is excavated downwards by a second depth distance h, the reinforced concrete retaining wall is poured, and the circular construction is sequentially carried out;
s02: and (3) expanding the end of the hole pile: when the manual hole digging pile reaches the depth required by construction, identifying the end part of the hole digging pile, and when the end part of the hole digging pile meets the requirement of an identification standard, making an expanded head on the end part of the hole digging pile;
s03: time-limited bottom sealing: and checking and accepting the hole bottom by adopting a drilling television imager, synchronously placing the steel reinforcement cage into the hole, and pouring concrete at the hole bottom within 12 hours.
Preferably, in order to prevent the disturbed bearing capacity of the bottom hole mudstone layer from dropping on the reinforcement cage, the back grouting holes are used for hole bottom back grouting so as to reinforce the disturbed mudstone at the bottom of the hole, and according to actual requirements, the back grouting holes can be arranged into one pair or a plurality of pairs and symmetrically arranged on the reinforcement cage.
Preferably, the manner of expanding the head of the hole stake end in step S02 is as follows: the pile body is excavated manually, and then soil is cut from top to bottom according to the size of the expanded bottom of the expanded head to form an expanded bottom shape.
Preferably, when the manual downward hole digging pile described in step S01 encounters a small number of quicksand sections, the depth distance of each digging depth is shortened; if a large number of quicksand sections are encountered, the steel casing retaining wall is synchronously lowered when the depth distance of each section of excavation depth is shortened.
Preferably, the depth distance of each section after the excavation is shortened is 30% h-50% h.
Preferably, in step S03, the concrete is poured into the hole bottom by using an underwater cast-in-place pile concrete pouring method.
Preferably, the cumulative settlement of the hole piles is-2.6 mm, and the differential settlement value at the position with the maximum relative settlement difference is 0.2 mm.
The invention has the following beneficial effects: by adopting the millimeter-scale settlement control method under the mudstone geological environment, the subsidence of the mudstone geological environment can be effectively controlled under the condition of large load by manually digging a hole pile into the rock, making an enlarged head on the end part of the hole pile, sealing the bottom in a time-limited manner and carrying out underwater concrete pouring process, so that the bearing capacity of a single pile with the weathered mudstone can reach 12000KN to the maximum, the cumulative subsidence of the hole pile is-2.6 mm, and the differential settlement value at the maximum relative settlement difference is 0.2 mm.
Drawings
FIG. 1 is a schematic diagram of a hole pile structure realized by a millimeter-scale settlement control method in a shale geological environment;
FIG. 2 is a schematic view of a flow of the manual hole digging pile of the present invention in a sectional manner into a rock;
FIG. 3 is a U-delta (load-displacement) graph of Z1 holes in an example of the present invention;
FIG. 4 is a delta-lgt (displacement versus log time) plot for Z1 holes in an example of the invention;
FIG. 5 is a U-delta (load-displacement) graph of Z2 holes in an example of the present invention;
FIG. 6 is a delta-lgt (displacement versus log time) plot of a Z2 hole in an example of the invention
FIG. 7 is a graph comparing load-displacement curves for Z1 and Z2 holes in an example of the invention;
FIG. 8 is a schematic view of a sump in a Z2 well according to an embodiment of the present invention;
FIG. 9 is a diagram showing the change of the settlement after observation of the distance collecting observation point between the Z1 hole and the Z2 hole;
FIG. 10 is a graph showing the relative sedimentation after observation of the distance between the Z1 well and the Z2 well from the collection observation point in the example of the present invention.
Detailed Description
The invention is further described below with reference to the specific drawings.
As shown in fig. 1, a method for controlling millimeter-scale settlement in a mudstone geological environment is provided, which comprises the following steps:
s01, manually digging a hole and piling into rock: manually excavating the hole pile downwards in a sectional mode under the mudstone geological environment, wherein the sectional mode is that after the hole pile is excavated downwards by a first depth distance h, a reinforced concrete retaining wall is poured, then the hole pile is excavated downwards by a second depth distance h, the reinforced concrete retaining wall is poured, and the circular construction is sequentially carried out;
as shown in fig. 2, in the concrete construction of the building engineering, the manual hole digging process operation is performed on a plurality of piles in a segmented manner, which specifically comprises the following steps: firstly, manually digging downwards to a depth, forming a first layer of holes in the pile 1, and then pouring a reinforced concrete retaining wall in the first layer of holes in the pile 1; synchronously, manually and downwards digging to depth, forming a first layer of holes on the piles 2, pouring a reinforced concrete retaining wall on the first layer of holes on the piles 2, and so on to finish the first layer of holes on the piles 3, the first layer of retaining wall on the piles 3, the first layer of holes on the piles 4, the first layer of retaining wall on the piles 4 and so on; after the first layer of operation construction of all hole piles is completed, then the second layer of operation is carried out on the first layer of foundation after all hole piles are constructed: and (2) manually and downwards digging to depth, forming holes on the second layer of the pile 1, pouring the reinforced concrete retaining wall for the holes on the second layer of the pile 1, synchronously, manually and downwards digging to depth, forming holes on the second layer of the pile 2, then pouring the reinforced concrete retaining wall for the holes on the second layer of the pile 2, and so on, completing the holes forming on the second layer of the pile 3, forming holes on the second layer of the pile 4, forming the retaining wall on the second layer of the pile 4, and so on until the depth required by the hole pile construction is reached.
In the hole pile digging process, the depth distance h of each section is preferably 1m, and if a small amount of quicksand layer sections are met, the depth distance h is shortened to 0.3m-0.5 m; if a large amount of quicksand layer sections are met, the distance is shortened to 0.3m-0.5m, and the steel casing is synchronously removed to form the retaining wall.
S02: and (3) expanding the end of the hole pile: when the manual hole digging pile reaches the depth required by construction, identifying the end part of the hole digging pile, and when the end part of the hole digging pile meets the requirement of an identification standard, making an expanded head on the end part of the hole digging pile; the enlarged footing mode is done to the piled head portion of hole: the pile body is excavated manually, and then soil is cut from top to bottom according to the size of the expanded bottom of the expanded head to form an expanded bottom shape.
S03: time-limited bottom sealing: and checking and accepting the hole bottom by adopting a drilling television imager, synchronously placing the steel reinforcement cage into the hole, and pouring concrete in an underwater cast-in-place pile concrete pouring mode on the hole pile within 12 hours after the hole pile is successfully checked and accepted.
In order to prevent the disturbed bearing capacity of the mudstone layer at the bottom of the hole from descending, one or more pairs of rear grouting holes are symmetrically arranged on the reinforcement cage and used for grouting at the bottom of the hole so as to reinforce the disturbed mudstone at the bottom of the hole.
As shown in fig. 1, the structure of the hole pile is schematically illustrated by the method; the concrete grouting hole comprises weathered mudstone 1 and a hole 2 formed in the mudstone, wherein the bottom end of the hole 2 is in an enlarged head shape 21, a reinforcement cage 3 is placed in the hole, a rear grouting hole 4 is formed in the reinforcement cage 3, and the whole hole pile is formed by pouring concrete through an underwater cast-in-place pile.
To further illustrate the effect of the method of the present invention on controlling the settlement of the pile, the following comparative description will be made with reference to the Z1 hole and the Z2 hole, wherein the Z1 hole and the Z2 hole are opened in the mudstone geological environment at a distance of 10 m.
As shown in FIG. 3, for the Z1 hole constructed by the settlement control method, the displacement change diagram of the Z1 hole under different loads is obtained by actually measuring the Z1 hole, and the maximum settlement amount of the Z1 hole is 11.175mm and the maximum rebound amount is 9.317mm according to the curve shown in FIG. 3, so that the design requirement is met.
As shown in fig. 4, the curve is a logarithmic curve change diagram of Z1 hole displacement versus time, the limit bearing capacity is determined according to the change characteristic of sedimentation along with time, the previous stage load value of the curve tail with obvious downward bending is determined as the limit bearing capacity, and the logarithmic curve has large fluctuation to indicate that sedimentation is large.
As shown in FIG. 5, in order to obtain a Z2 hole constructed by the settlement control method, the displacement change diagram of the Z2 hole under different loads is obtained through actual measurement of the Z2 hole, and the maximum settlement amount of the Z2 hole is 19.531mm and the maximum rebound amount is 8.296mm according to the curve shown in FIG. 5, so that the design requirement is met.
As shown in fig. 6, the curve change diagram of Z2 hole displacement versus time logarithm is shown, similarly, the limit bearing capacity is determined according to the change characteristic of the settlement along with the time, the previous stage load value of the curve tail with obvious downward bending is determined as the limit bearing capacity, and the large fluctuation of the logarithm curve indicates the large settlement.
As shown in fig. 7, which is a graph comparing the load-displacement curves of the Z1 hole and the Z2 hole, it can be seen that the settlement values of the Z1 hole and the Z2 hole are not much different until the compressive load reaches 280 kN. After the pressurization exceeds 280kN, the settlement of the Z2 holes is obviously increased, the deformation of the foundation presents obvious plasticity, and the final settlement is obviously increased compared with that of the Z1 holes.
Table one below is a comparative analysis table of factors affecting the settling amount of Z1 and Z2 wells.
| Mudstone exposure time | Amount of water | Distance between sump and force-transmitting | |
| Z1 hole | |||
| 2 days | Is little influenced by water | Far away | |
| |
3 days | Is greatly influenced by water | Near to |
(watch one)
As shown in fig. 8, for the downthehole structure sketch map that has the sump of Z2, be provided with power transmission column 5 in the Z2 hole, power transmission column 5 is used for transmitting external load power, the downthehole excavation face 6 that has of Z2, excavation face 6 below side is provided with sump 7, sump 7 is nearer apart from power transmission column 5, because sump 7 is close to power transmission column 5 makes it reduce the lateral constraint of peripheral stratum to the mudstone, has increaseed the settlement deformation of mudstone.
As can be seen from Table I and FIG. 8, the settlement conditions affecting the hole piles are analyzed: the longer the mudstone exposure time is, the larger the settlement is; the lower the water amount in the mudstone is, the longer the soaking time is, the larger the water amount in the pile hole is, the inevitable softening of the mudstone is caused, and the larger the settlement amount is; the closer the sump in the pile is to the force-transmitting column, the weaker the lateral restraint of the formation around the pit on the mudstone is, and the larger the settlement is.
In order to further measure the settlement of the mudstone between the holes Z1 and Z2, a layer of bottom plate is laid on the upper surfaces of the holes Z1 and Z2, and the settlement of the mudstone is measured by respectively taking an acquisition observation point on the bottom plate.
As shown in fig. 9 and 10, in order to observe the change of the accumulated settlement and the relative settlement at the collection observation point between the hole Z1 and the hole Z2, 18 observation points are taken for the bottom plate laid on the upper surfaces of the hole Z1 and the hole Z2, the accumulated settlement is observed to be between-2.6 mm and-2.2 mm, and the maximum accumulated settlement is-2.6 mm (see fig. 9); comparing the data of two adjacent observation points of the accumulated settlement of 18 observation points in fig. 9, it can be seen that the relative settlement of the two adjacent observation points of the hole pile is between 0 mm and 0.2mm, and the maximum relative settlement is 0.2mm (see fig. 10). Therefore, the mudstone geology constructed between the Z1 hole and the Z2 hole meets the construction requirement of proton therapy buildings.
The above description is for the purpose of describing the invention in more detail with reference to specific preferred embodiments, and it should not be construed that the embodiments are limited to those described herein, but rather that the invention is susceptible to various modifications and alternative forms without departing from the spirit and scope of the present invention.
Claims (7)
1. A millimeter-level settlement control method under a mudstone geological environment is characterized by comprising the following steps: the method comprises the following steps:
s01, manually digging a hole and piling into rock: manually excavating the hole pile downwards in a sectional mode under the mudstone geological environment, wherein the sectional mode is that after the hole pile is excavated downwards by a first depth distance h, a reinforced concrete retaining wall is poured, then the hole pile is excavated downwards by a second depth distance h, the reinforced concrete retaining wall is poured, and the circular construction is sequentially carried out;
s02: and (3) expanding the end of the hole pile: when the manual hole digging pile reaches the depth required by construction, identifying the end part of the hole digging pile, and when the end part of the hole digging pile meets the requirement of an identification standard, making an expanded head on the end part of the hole digging pile;
s03: time-limited bottom sealing: and checking and accepting the hole bottom by adopting a drilling television imager, synchronously placing the steel reinforcement cage into the hole, and pouring concrete at the hole bottom within 12 hours.
2. The millimeter-scale settlement control method in the mudstone geological environment according to claim 1, characterized in that: and a post-grouting hole is formed in the reinforcement cage for preventing the disturbance bearing capacity of the bottom mud rock layer from dropping, and is used for hole bottom post-grouting.
3. The millimeter-scale settlement control method in the mudstone geological environment according to claim 1, characterized in that: the method for expanding the hole pile end in the step S02 comprises the following steps: the pile body is excavated manually, and then soil is cut from top to bottom according to the size of the expanded bottom of the expanded head to form an expanded bottom shape.
4. The millimeter-scale settlement control method in the mudstone geological environment according to claim 1, characterized in that: when the manual downward hole digging pile is adopted in the step S01, if a small amount of quicksand layer sections are met, the depth distance of each section of digging depth is shortened; if a large number of quicksand sections are encountered, the steel casing retaining wall is synchronously lowered when the depth distance of each section of excavation depth is shortened.
5. The millimeter-scale settlement control method in the mudstone geological environment according to claim 4, characterized in that: the depth distance of each section after the excavation is shortened is 30-50% h.
6. The millimeter-scale settlement control method in the mudstone geological environment according to claim 1, characterized in that: and step S03, pouring concrete at the hole bottom in an underwater cast-in-place pile concrete pouring mode.
7. The millimeter-scale settlement control method in the mudstone geological environment according to claim 1, characterized in that: the accumulated settlement of the hole pile is-2.6 mm, and the differential settlement value at the position with the maximum relative settlement difference is 0.2 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010657687.1A CN113914301A (en) | 2020-07-09 | 2020-07-09 | Millimeter-level settlement control method in mudstone geological environment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010657687.1A CN113914301A (en) | 2020-07-09 | 2020-07-09 | Millimeter-level settlement control method in mudstone geological environment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113914301A true CN113914301A (en) | 2022-01-11 |
Family
ID=79231927
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010657687.1A Pending CN113914301A (en) | 2020-07-09 | 2020-07-09 | Millimeter-level settlement control method in mudstone geological environment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113914301A (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004263561A (en) * | 2004-06-30 | 2004-09-24 | Hazama Corp | Cast-in-place pile and its work execution method |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN106930277A (en) * | 2017-04-14 | 2017-07-07 | 华煜建设集团有限公司 | A kind of construction of manual-excavation cast-in-place pile method |
-
2020
- 2020-07-09 CN CN202010657687.1A patent/CN113914301A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004263561A (en) * | 2004-06-30 | 2004-09-24 | Hazama Corp | Cast-in-place pile and its work execution method |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN106930277A (en) * | 2017-04-14 | 2017-07-07 | 华煜建设集团有限公司 | A kind of construction of manual-excavation cast-in-place pile method |
Non-Patent Citations (3)
| Title |
|---|
| 严晗: "《高海拔地区建筑工程施工技术指南》", 31 July 2019, 中国铁道出版社有限公司 * |
| 王士川, 冶金工业出版社 * |
| 谢东等: "《岩土工程设计与工程安全》", 31 May 2019, 吉林科学技术出版社 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Burland et al. | Underground car park at the House of Commons, London: geotechnical aspects | |
| CN112576265A (en) | Sedimentation control method for old villages penetrated by shield | |
| CN113846618A (en) | Dynamic compaction replacement reinforcing method for foundation treatment | |
| Mohan | Black cotton soils–Highly expansive clays of India | |
| Luan et al. | Characteristics of gravelly granite residual soil in bored pile design: An in situ test in Shenzhen | |
| CN108532650B (en) | Method for in-situ determination of water buoyancy borne by underground structure | |
| CN113914301A (en) | Millimeter-level settlement control method in mudstone geological environment | |
| CN115467360A (en) | Construction method for iron tower foundation in marsh or muddy area | |
| CN109537563A (en) | A kind of high roadbed backfill region foundation treatment construction method | |
| Santoyo et al. | Geotechnical considerations for hardening the subsoil in Mexico City's Metropolitan Cathedral | |
| Onyancha et al. | Dealing with sensitive and variable soils in Nairobi city | |
| CN117780354B (en) | Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling | |
| Yu | On design and construction of pile group foundation of Taipei 101 | |
| CN113266374B (en) | Construction method for anchor section of loess tunnel of high-speed railway | |
| CN220433745U (en) | Structure for resisting floating by supporting piles during construction of cyclone well | |
| Jia et al. | Research and design on top-down method for large scale podium basement excavation of Shanghai Tower | |
| Zhussupbekov et al. | Prediction of axial bearing capacity of piles by SPT and PMT-based approach | |
| CN115217114B (en) | Construction method of foundation pit rescue back pressure platform | |
| Mayne | Settlement of 16-story office tower on raft foundation situated on Piedmont residuum | |
| Larsson | Investigations and load tests in silty soils. Results from a series of investigations in silty soils in Sweden | |
| Fonty et al. | Case studies of dewatering projects in chalk | |
| Ahmed et al. | Deformations envelopes associated with deep pit excavations in Nile alluviums of the greater Cairo | |
| Jung et al. | Performance of Precast Piles in Sandy Soils under Different Installation Methods in Thailand | |
| Zhussupbekov et al. | Comparison of the pile testing results on Expo-2017 (Kazakhstan) | |
| Huber et al. | Supporting Community Health: Foundations and Excavation Support for Brooklyn Methodist Hospital’s Center for Community Healthcare |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20220111 |
|
| RJ01 | Rejection of invention patent application after publication |