CN113174958A - Construction method for foundation pit of adjacent road under poor ground condition - Google Patents
Construction method for foundation pit of adjacent road under poor ground condition Download PDFInfo
- Publication number
- CN113174958A CN113174958A CN202110311262.XA CN202110311262A CN113174958A CN 113174958 A CN113174958 A CN 113174958A CN 202110311262 A CN202110311262 A CN 202110311262A CN 113174958 A CN113174958 A CN 113174958A
- Authority
- CN
- China
- Prior art keywords
- foundation pit
- slope
- grouting
- construction
- steel sheet
- 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
Images
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
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Abstract
The invention relates to a near road foundation pit supporting construction method under poor ground conditions, which comprises the following steps: excavation of a foundation pit: the foundation pit adopts layered and segmented excavation according to the designed gradient and is excavated to an inferior soil layer; carrying out anchor rod grouting process on the excavated foundation pit; performing Larsen steel sheet pile driving process on the foundation pit after the anchor rod is grouted; carrying out a mesh hanging and concrete spraying process on the foundation pit after the Larsen steel sheet pile driving process is carried out; and obtaining the foundation pit with good support. According to the construction method of the foundation pit of the adjacent road under the poor ground condition, the problems that the deep foundation pit of the adjacent road under the poor ground condition is poor in soil quality, slope excavation cannot be conducted according to the designed gradient, and the adjacent road is damaged can be effectively solved.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a construction method of a foundation pit of an adjacent road under an inferior ground condition.
Background
The urban construction is continuously developed, deep foundation pit engineering is more and more, and the construction method is particularly important for special deep foundation pits with poor soil quality close to roads and on sites. At present, the traditional deep foundation pit supporting system is generally constructed by adopting a suspended net and spraying concrete.
The following problems exist in the actual construction process: firstly, the slope of the slope is limited by poor soil quality, the design slope cannot be met, and particularly, when plain filling soil, fine sand, mucky soil and silt soil exist, the slope cannot be set according to the design slope when the soil quality is poor; and secondly, the road is close to the road, the distance from the excavation line is short, and the landslide risk exists when the gradient is too steep, so that the built road is damaged. And thirdly, the construction operation surface cannot be ensured, and the increase of manual work and mechanical machine shifts is easily caused.
Disclosure of Invention
To the problem and not enough that exist among the prior art, the application provides a close to road foundation ditch construction method under the ground condition inferior, can effectively promote the foundation ditch security of close to the road under the ground condition inferior, and the protection is close to the road, ensures foundation ditch safety.
In order to solve the technical problems, the invention adopts the following technical scheme:
a construction method of a foundation pit of an adjacent road under poor ground conditions comprises the following steps:
s1, foundation pit excavation: paying off and excavating the foundation pit according to a construction drawing, and excavating according to a natural slope laying mode; the gradient is excavated to an inferior soil layer by adopting layered and segmented excavation;
s2, performing anchor rod grouting on the slope top and the slope surface of the foundation pit excavated in the step S1, and ensuring the slope bottom to be smooth;
s3, performing a steel sheet pile driving procedure on the slope bottom of the foundation pit after grouting of the anchor rod S2 along the periphery of the slope and in the direction vertical to the slope bottom;
s4, carrying out a net hanging and concrete spraying procedure on the slope top and the slope surface after the steel sheet pile driving procedure is carried out in the S3;
s5, excavating the slope bottom subjected to the steel sheet pile driving procedure in the step S3 along the direction of the steel sheet pile until the standard height of the foundation pit required by the construction drawing is reached;
s6, measuring the horizontal distance from the steel sheet pile to the slope bottom of the foundation pit according to construction requirements, and if the horizontal distance is larger, backfilling earthwork of an original high-quality soil layer along the inner side of the steel sheet pile at the periphery of the slope bottom of the foundation pit in a natural slope placing mode to form a slope surface at the inner side of the steel sheet pile; if the horizontal distance is smaller, carrying out leveling operation on the foundation pit slope bottom, paying off according to a construction drawing, and marking out a foundation pit slope bottom construction area and a foundation pit slope bottom drainage facility construction area; the backfilling earthwork has the advantages that the slope is enabled to be stable, and the subsequent construction of the bottom of the foundation pit is facilitated; and secondly, forming auxiliary support for the inner side of the steel sheet pile wall by utilizing the backfill slope according to the bearing degree of the side slope to the steel sheet pile wall, and ensuring the stability of the side slope.
S7, carrying out a net hanging and concrete spraying process on the slope surface on the inner side of the steel sheet pile formed in the S6; after the process is finished, carrying out leveling operation on the foundation pit slope bottom, paying off according to a construction drawing, and marking out a foundation pit slope bottom construction area and a foundation pit slope bottom drainage facility construction area;
s8, carrying out a foundation pit drainage facility construction procedure on the foundation pit in the S6 or S7 according to a construction drawing; and finishing the construction of the foundation pit after quality inspection and acceptance.
Specifically, when the anchor rod grouting process is performed in step S2, the drilling process adopts a dry pore-forming method or a wet pore-forming method construction process according to the soil layer type; before forming the hole, determining a hole position according to design requirements, and marking and numbering; and (4) making a pore-forming record in the pore-forming process, and recording the characteristics and pore-forming quality of the soil body taken out one by one according to the serial number to avoid pore leakage. The arrangement is that a proper hole forming construction mode can be selected according to soil layer types so as to avoid hole collapse and improve the hole forming rate.
Specifically, when the anchor rod grouting process is performed in step S2, the grouting process is as follows: the grouting pressure is controlled to be 0.20-0.50 MPa; the mixed cement paste is used before initial setting, a bottom grouting mode is adopted during grouting, a grouting pipe is inserted to a position which is not more than 200mm away from the bottom of a hole, the guide pipe is slowly withdrawn at a constant speed during grouting, a grout outlet of the guide pipe is always positioned below a grout injection surface in the hole, and the gas in the hole can be enabled to completely escape, so that the mud is full; during grouting, a grout stop plug is arranged at an orifice, and grouting is stopped after grouting pressure is kept for 3-5 min after the grouting is fully performed; when the liquid level of the slurry drops and is before initial setting, slurry supplement is carried out for 1-2 times; the hole opening is infilled by concrete or concrete spraying and other methods to ensure the full-length anchoring.
Specifically, when the anchor rod grouting process is performed in step S2, the grouting material is 32.5R ordinary portland cement, pure cement slurry with a water-cement ratio of 0.5, and the strength is M20; and after grouting is finished, arranging a drain hole on the slope surface of the foundation pit. The drainage holes are arranged to reduce the decline of the stability of the side slope caused by the overhigh water content in the side slope, and the landslide risk is caused.
Specifically, when the steel sheet pile driving process is performed in step S3, selecting a larsen steel sheet pile of a proper size specification according to the requirements of a construction drawing, and placing the larsen steel sheet pile in a construction site by using a hoisting tool; a piling procedure is carried out by utilizing a piling machine and adopting a construction method of measuring, positioning and driving one by one; the hoisting tool preferably adopts a truck crane; the piling machine preferably employs a crawler excavator with a vibratory hammer. The Larsen steel sheet pile is selected to improve the integral bearing capacity of the support, the construction is fast, and the effects of auxiliary waterproofing and sand prevention can be achieved.
Specifically, when the step of hanging the net and spraying the concrete is performed in the step S4, a bidirectional reinforcing bar net is hung along the surface layer of the foundation pit, the reinforcing bars are bound, and the lap joint length is not less than 300 mm; the reinforcing mesh sheets of different layers and sections are lapped by using hooks; and fixing nails are arranged to fix the steel mesh.
Specifically, when the step of hanging net and spraying concrete is performed in step S4, short steel bars are vertically driven into the side slope surface to control the thickness of the concrete surface layer; the concrete spraying surface layer is constructed by a wet spraying method, the construction is sequentially carried out by segmentation and fragmentation, the distance between a spray head and a slope surface is controlled within 0.6-1.0 m when spraying is carried out, the jet flow direction is vertically directed to the spraying surface, and the spraying concrete is cured for 2 hours and then is sprayed with water for curing.
Specifically, when the foundation pit drainage facility construction process is performed in the step S8, according to the requirements of construction drawings, a plurality of dewatering wells are arranged at intervals on the inner side of the cut-off retaining wall at the top of the foundation pit slope, drainage blind ditches are arranged at the positions, close to the slope surface, of the bottom of the foundation pit slope, and the dewatering wells and the drainage blind ditches are communicated with municipal drainage pipelines through pipelines.
Compared with the prior art, the beneficial effect of this application lies in:
1. the slope is set to be excavated according to the design gradient under the condition of poor quality, the slope surface is stable, and the safety of the foundation pit is improved.
2. The site adjacent road is protected, the landslide risk is avoided, and the adjacent road is prevented from being damaged.
3. After the steel sheet piles are driven, the steel sheet piles can be vertically excavated, so that the soil excavation amount is reduced, manual mechanical shifts are saved, and a sufficient construction operation surface is provided.
Drawings
Fig. 1 is a schematic diagram illustrating the requirement of the foundation pit construction according to the embodiment.
In the figure: 1. a neighboring road; 2. a safety barrier; 3. a water-stopping retaining wall; 4. dewatering wells; 5. the top of the slope; 6. a slope surface; 7. the inner slope of the steel sheet pile; 8. a water drain hole; 9. an anchor rod; 10. a drainage blind ditch; 11. larsen steel sheet piles; 12. and constructing a foundation pit slope bottom construction area.
Detailed Description
In order that the objects and advantages of the invention will be more clearly understood, the following description is given in conjunction with the accompanying examples. It is to be understood that the following text is merely illustrative of one or more specific embodiments of the invention and does not strictly limit the scope of the invention as specifically claimed.
Referring to fig. 1, the drawing is drawn according to the national engineering drawing standard, and the labels in the drawing are all measured in mm except for special indications. The invention provides a construction method of a foundation pit of an adjacent road under poor ground conditions, which comprises the following steps:
s1, foundation pit excavation: paying off and excavating the foundation pit according to a construction drawing, and excavating according to a natural slope laying mode; the gradient is excavated to an inferior soil layer by adopting layered and segmented excavation;
s2, performing an anchor rod grouting process on the slope top 5 and the slope surface 6 of the foundation pit excavated in the step S1, and ensuring the slope bottom to be smooth;
s3, performing a steel sheet pile driving procedure on the slope bottom of the foundation pit after grouting of the anchor rod S2 along the periphery of the slope 6 and in the direction vertical to the slope bottom;
s4, carrying out a net hanging and concrete spraying process on the slope top 5 and the slope 6 after the steel sheet pile driving process is carried out in the S3;
s5, excavating the slope bottom subjected to the steel sheet pile driving procedure in the step S3 along the direction of the steel sheet pile until the standard height of the foundation pit required by the construction drawing is reached;
s6, measuring the horizontal distance from the steel sheet pile to the slope bottom of the foundation pit according to construction requirements, and if the horizontal distance is larger, backfilling earthwork of an original high-quality soil layer along the inner side of the steel sheet pile at the periphery of the slope bottom of the foundation pit in a natural slope placing mode to form an inner slope surface 7 of the steel sheet pile; if the horizontal distance is smaller, leveling operation is carried out on the foundation pit slope bottom, and paying-off is carried out according to a construction drawing, and a foundation pit slope bottom construction area 12 and a foundation pit slope bottom drainage facility construction area are marked;
s7, carrying out a net hanging and concrete spraying process on the inner slope 7 of the steel sheet pile formed in the S6; after the process is finished, leveling the foundation pit slope bottom, paying off according to a construction drawing, and marking out a foundation pit slope bottom construction area 12 and a foundation pit slope bottom drainage facility construction area;
s8, carrying out a foundation pit drainage facility construction procedure on the foundation pit in the S6 or S7 according to a construction drawing; and finishing the construction of the foundation pit after quality inspection and acceptance.
Further, when the anchor rod grouting process is performed in the step S2, a dry hole forming method construction process is adopted for the drilling process according to the fact that the soil layer is a plain soil filling layer and a fine sand layer, and the hole position is determined and marked and numbered according to design requirements before the hole is formed by adopting a mud wall protection construction process as far as possible; and (4) making a pore-forming record in the pore-forming process, and recording the characteristics and pore-forming quality of the soil body taken out one by one according to the serial number to avoid pore leakage.
Further, when the anchor rod grouting process is performed in step S2, the grouting process includes: the grouting pressure is controlled to be 0.20-0.50 MPa; the mixed cement paste is used before initial setting, a bottom grouting mode is adopted during grouting, a grouting pipe is inserted to a position which is not more than 200mm away from the bottom of a hole, the guide pipe is slowly withdrawn at a constant speed during grouting, a grout outlet of the guide pipe is always positioned below a grout injection surface in the hole, and the gas in the hole can be enabled to completely escape, so that the mud is full; during grouting, a grout stop plug is arranged at an orifice, and grouting is stopped after grouting pressure is kept for 3-5 min after the grouting is fully performed; when the liquid level of the slurry drops and is before initial setting, slurry supplement is carried out for 1-2 times; the hole is filled by concrete or concrete spraying and other methods to ensure the anchoring of the anchor rod 9 in full length.
Further, when the anchor rod grouting process is performed in step S2, the grouting material is 32.5R ordinary portland cement, pure cement slurry with a water-cement ratio of 0.5, and the strength is M20; and after grouting is finished, arranging a drain hole 8 on the slope surface of the foundation pit.
Further, when the steel sheet pile driving process is performed in step S3, selecting a steel sheet pile with a length of larsen steel sheet pile 11 m and a specification of 400mm 170mm 15.5mm, and placing the larsen steel sheet pile on a construction site by using a 25T truck crane; the main machine of the pile driving machine adopts a crawler-type excavator with a vibration hammer, so that the stability is good, the walking is convenient, each pile is convenient to correct, the vibration hammer adopts a 45 kilowatt vibration hammer, the vibration body vibrates up and down to enable the sheet pile to sink, and the penetration effect is good.
Further, when the step of hanging net and spraying concrete is carried out in the step S4, a bidirectional reinforcing steel bar net is hung along the surface layer of the foundation pit, the reinforcing steel bars are bound, and the lap joint length is not less than 300 mm; when the net is hung, whether the steel bars are straight or not is checked, if the steel bars are not straight, the steel bars need to be locally tensioned again, then a No. 22 iron wire is used for binding firmly, and the steel bar net pieces on different layers and sections are lapped by using hooks; and fixing nails are arranged to fix the steel mesh.
Further, when the step of hanging net and spraying concrete is carried out in the step S4, short steel bars are vertically driven into the side slope surface to control the thickness of the concrete surface layer; the concrete spraying surface layer is constructed by a wet spraying method, the construction is sequentially carried out by segmentation and fragmentation, the distance between a spray head and a slope surface is controlled within 0.6-1.0 m when spraying is carried out, the jet flow direction is vertically directed to the spraying surface, and the spraying concrete is cured for 2 hours and then is sprayed with water for curing. The concrete surface layer is leveled as much as possible, and uneven parts are thickened and sprayed; the water-cement ratio is controlled well, the size of a water quantity switch is noticed, the surface of the concrete is kept to be moist and glossy, and the phenomenon of dry spots or slippage and flowing is avoided. The rebound rate of the sprayed concrete is controlled to be less than 15%, and if the rebound rate is too high, a wind pressure machine worker is informed to reduce the wind pressure, so that the stability of the sprayed slope surface is ensured.
Further, when the foundation pit drainage facility construction process is carried out in the step S8, according to the requirements of construction drawings, a plurality of dewatering wells 4 are arranged at intervals on the inner side of the cut-off retaining wall at the top of the foundation pit slope, drainage blind ditches 10 are arranged at the positions, close to the slope surface, of the bottom of the foundation pit slope, and the dewatering wells 4 and the drainage blind ditches 10 are communicated with municipal drainage pipelines through pipelines.
The working principle is as follows: the depth of the foundation pit at the section is 4.8m, and a natural slope is adopted to add a steel sheet pile support mode, and the slope ratio is 1: 1. The slope top 5 is turned outwards for 2m to the water-intercepting retaining wall 3, a safety guardrail 2 is arranged between the outer side of the water-intercepting retaining wall 3 and the adjacent road 1, 2.0m is reserved at the slope bottom of a foundation pit to serve as a foundation construction surface, the slope 6 and the slope 7 on the inner side of the steel sheet pile are protected by spraying a C20 concrete surface layer, the thickness of the concrete layer is 60mm, a phi 8@200 and 200 hand-knitted reinforcing mesh is hung, the reinforcing mesh on the slope top 5 is fixed by adopting HRB 400-grade phi 14 reinforcing steel bars, the length of fixing nails is 0.5m, the length of elbows is 0.1m, the interval is 2.0m, and the lower part of the elbows are supported by Larsen steel sheet piles. And (3) fixing the reinforcing mesh by adopting phi 12 three-level deformed steel bars along the supporting direction at a distance of 2m from the top of the slope according to the specification of @ 1000. In addition, a dewatering well 4 is arranged outside 1.5m of the upper outer side of the slope top 5, the well spacing is 15.0m, and the well depth is 12.0 m. The positions of the fixing nails and the drain holes 8 in the construction process can be properly adjusted according to the stratum excavation condition. Through the construction method, the slope can be effectively set down according to the design under poor ground conditions, the slope surface is stable, the safety of the foundation pit is improved, the influence of an adjacent road is avoided, the landslide risk is reduced, meanwhile, earth excavation can be directly carried out after the piling process, and the working efficiency is improved.
The present invention is not limited to the above embodiments, and those skilled in the art can make various equivalent changes and substitutions without departing from the principle of the present invention after learning the content of the present invention, and these equivalent changes and substitutions should be considered as belonging to the protection scope of the present invention.
Claims (8)
1. A method for constructing a foundation pit of an adjacent road under poor ground conditions is characterized by comprising the following steps: the method comprises the following steps:
s1, foundation pit excavation: paying off and excavating the foundation pit according to a construction drawing, and excavating according to a natural slope laying mode; the gradient is excavated to an inferior soil layer by adopting layered and segmented excavation;
s2, performing anchor rod grouting on the slope top and the slope surface of the foundation pit excavated in the step S1, and ensuring the slope bottom to be smooth;
s3, performing a steel sheet pile driving procedure on the slope bottom of the foundation pit after grouting of the anchor rod S2 along the periphery of the slope and in the direction vertical to the slope bottom;
s4, carrying out a net hanging and concrete spraying procedure on the slope top and the slope surface after the steel sheet pile driving procedure is carried out in the S3;
s5, excavating the slope bottom subjected to the steel sheet pile driving procedure in the step S3 along the direction of the steel sheet pile until the standard height of the foundation pit required by the construction drawing is reached;
s6, measuring the horizontal distance from the steel sheet pile to the slope bottom of the foundation pit according to construction requirements, and if the horizontal distance is larger, backfilling earthwork of an original high-quality soil layer along the inner side of the steel sheet pile at the periphery of the slope bottom of the foundation pit in a natural slope placing mode to form a slope surface at the inner side of the steel sheet pile; if the horizontal distance is smaller, carrying out leveling operation on the foundation pit slope bottom, paying off according to a construction drawing, and marking out a foundation pit slope bottom construction area and a foundation pit slope bottom drainage facility construction area;
s7, carrying out a net hanging and concrete spraying process on the slope surface on the inner side of the steel sheet pile formed in the S6; after the process is finished, carrying out leveling operation on the foundation pit slope bottom, paying off according to a construction drawing, and marking out a foundation pit slope bottom construction area and a foundation pit slope bottom drainage facility construction area;
s8, carrying out a foundation pit drainage facility construction procedure on the foundation pit in the S6 or S7 according to a construction drawing; and finishing the construction of the foundation pit after quality inspection and acceptance.
2. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the anchor rod grouting process is carried out in the step S2, the drilling process adopts a dry pore-forming method or a wet pore-forming method construction process according to the soil layer type; before forming the hole, determining a hole position according to design requirements, and marking and numbering; and (4) making a pore-forming record in the pore-forming process, and recording the characteristics and pore-forming quality of the soil body taken out one by one according to the serial number to avoid pore leakage.
3. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the anchor rod grouting process is performed in the step S2, the grouting process is as follows: the grouting pressure is controlled to be 0.20-0.50 MPa; the mixed cement paste is used before initial setting, a bottom grouting mode is adopted during grouting, a grouting pipe is inserted to a position which is not more than 200mm away from the bottom of a hole, the guide pipe is slowly withdrawn at a constant speed during grouting, a grout outlet of the guide pipe is always positioned below a grout injection surface in the hole, and the gas in the hole can be enabled to completely escape, so that the mud is full; during grouting, a grout stop plug is arranged at an orifice, and grouting is stopped after grouting pressure is kept for 3-5 min after the grouting is fully performed; when the liquid level of the slurry drops and is before initial setting, slurry supplement is carried out for 1-2 times; the hole opening is infilled by concrete or concrete spraying and other methods to ensure the full-length anchoring.
4. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the anchor rod grouting process is carried out in the step S2, the grouting material is 32.5R ordinary portland cement, pure cement slurry with a water-cement ratio of 0.5 and the strength of M20; and after grouting is finished, arranging a drain hole on the slope surface of the foundation pit.
5. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the steel sheet pile driving process is carried out in the step S3, Larsen steel sheet piles with proper size specifications are selected according to the requirements of construction drawings, and then the Larsen steel sheet piles are placed in a construction site by using a hoisting tool; a piling procedure is carried out by utilizing a piling machine and adopting a construction method of measuring, positioning and driving one by one; the hoisting tool preferably adopts a truck crane; the piling machine preferably employs a crawler excavator with a vibratory hammer.
6. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the step of hanging the net and spraying the concrete is carried out in the step S4, hanging a bidirectional reinforcing bar net along the surface layer of the foundation pit, binding reinforcing bars, and enabling the lap joint length to be not less than 300 mm; the reinforcing mesh sheets at different layers and sections are overlapped by utilizing the hooks, and the fixing nails are arranged to fix the reinforcing mesh sheets.
7. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the step of hanging net and spraying concrete is carried out in the step S4, short steel bars or other size reference objects are vertically driven into the slope surface to control the thickness of the concrete surface layer; the concrete spraying surface layer is constructed by a wet spraying method, the construction is sequentially carried out by segmentation and fragmentation, the distance between a spray head and a slope surface is controlled within 0.6-1.0 m when spraying is carried out, the jet flow direction is vertically directed to the spraying surface, and the spraying concrete is cured for 2 hours and then is sprayed with water for curing.
8. The method for constructing the foundation pit of the adjacent road under the poor ground condition as claimed in claim 1, wherein: when the foundation pit drainage facility construction process is carried out in the step S8, a plurality of dewatering wells are arranged at intervals on the inner side of the intercepting retaining wall on the slope top of the foundation pit according to the requirements of construction drawings, drainage blind ditches are arranged at the positions, close to the slope surface, of the slope bottom of the foundation pit, and the dewatering wells and the drainage blind ditches are communicated with municipal drainage pipelines through pipelines.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110311262.XA CN113174958A (en) | 2021-03-24 | 2021-03-24 | Construction method for foundation pit of adjacent road under poor ground condition |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110311262.XA CN113174958A (en) | 2021-03-24 | 2021-03-24 | Construction method for foundation pit of adjacent road under poor ground condition |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113174958A true CN113174958A (en) | 2021-07-27 |
Family
ID=76922495
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110311262.XA Pending CN113174958A (en) | 2021-03-24 | 2021-03-24 | Construction method for foundation pit of adjacent road under poor ground condition |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113174958A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113356221A (en) * | 2021-06-30 | 2021-09-07 | 中国葛洲坝集团生态环境工程有限公司 | Polluted foundation pit supporting and rapid excavation construction method |
| CN113863342A (en) * | 2021-09-22 | 2021-12-31 | 中国化学工程第六建设有限公司 | Deep foundation pit construction method adopting pipe well and light well point dewatering |
| CN115419074A (en) * | 2022-09-28 | 2022-12-02 | 中建八局第三建设有限公司 | Crawler-type earth-conveying and excavating method for ultra-deep foundation pit |
| CN115492127A (en) * | 2022-10-28 | 2022-12-20 | 深圳市市政工程总公司 | Comprehensive application construction method for pit-in-pit foundation pit support |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202509502U (en) * | 2012-01-16 | 2012-10-31 | 中国水电顾问集团华东勘测设计研究院 | Soft soil area composite soil nailing wall |
| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
| CN208346827U (en) * | 2018-06-07 | 2019-01-08 | 泉发建设股份有限公司 | Foundation pit comprehensive support structure |
-
2021
- 2021-03-24 CN CN202110311262.XA patent/CN113174958A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202509502U (en) * | 2012-01-16 | 2012-10-31 | 中国水电顾问集团华东勘测设计研究院 | Soft soil area composite soil nailing wall |
| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
| CN208346827U (en) * | 2018-06-07 | 2019-01-08 | 泉发建设股份有限公司 | Foundation pit comprehensive support structure |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113356221A (en) * | 2021-06-30 | 2021-09-07 | 中国葛洲坝集团生态环境工程有限公司 | Polluted foundation pit supporting and rapid excavation construction method |
| CN113863342A (en) * | 2021-09-22 | 2021-12-31 | 中国化学工程第六建设有限公司 | Deep foundation pit construction method adopting pipe well and light well point dewatering |
| CN115419074A (en) * | 2022-09-28 | 2022-12-02 | 中建八局第三建设有限公司 | Crawler-type earth-conveying and excavating method for ultra-deep foundation pit |
| CN115419074B (en) * | 2022-09-28 | 2023-09-08 | 中建八局第三建设有限公司 | Crawler-type soil conveying and excavating method for ultra-deep foundation pit |
| CN115492127A (en) * | 2022-10-28 | 2022-12-20 | 深圳市市政工程总公司 | Comprehensive application construction method for pit-in-pit foundation pit support |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108442382B (en) | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method | |
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| KR101545307B1 (en) | Construction method of complex temporary facility with bottom grouting for weak ground | |
| CN106884433A (en) | Control vibrations pile pulling causes the structure of underground structure depression and control depression method | |
| CN105464074B (en) | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method | |
| CN110939303B (en) | Semi-reverse construction method of cyclone pool | |
| CN110847224A (en) | Filling slope gravity retaining wall reinforcing structure and construction method thereof | |
| CN101457526A (en) | Circular deep foundation ditch concrete pile arranging support and major structure inversing construction method | |
| CN108316339A (en) | A kind of construction method of water penetration geology large size arch bridge base | |
| CN103015429A (en) | Long auger rotary-jet mixing steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN208088288U (en) | The big areas grain size shiver stone Gao Tian pile foundation fast pore-creating structure | |
| CN109706952A (en) | Large-scale well-sinking construction method | |
| CN111608210A (en) | Construction method of pressure bearing type anti-floating anchor rod in water-saturated silt stratum | |
| CN102235007B (en) | Method for supporting deep foundation with upper nail-lower pile combination | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN110593254A (en) | Construction method of cast-in-situ bored pile in stratum with karst cave in joint zone | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN110055973B (en) | Foundation pit enclosure structure under high-speed railway bridge with limited construction space and water stopping method | |
| CN109024657B (en) | Construction method of super high-rise core tube deep pit edge tower crane foundation under complex conditions | |
| CN110258600A (en) | A kind of vertical cofferdam construction engineering method suitable for deep water waters | |
| CN109024621A (en) | The compound retaining wall supporting construction of embankment high slope tubular pole and its construction method |
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: 20210727 |
|
| RJ01 | Rejection of invention patent application after publication |