CN114808999B - High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method - Google Patents
High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method Download PDFInfo
- Publication number
- CN114808999B CN114808999B CN202210136971.3A CN202210136971A CN114808999B CN 114808999 B CN114808999 B CN 114808999B CN 202210136971 A CN202210136971 A CN 202210136971A CN 114808999 B CN114808999 B CN 114808999B
- Authority
- CN
- China
- Prior art keywords
- pile
- foundation pit
- cement
- soil
- steel column
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 56
- 238000004873 anchoring Methods 0.000 title claims abstract description 29
- 239000002689 soil Substances 0.000 claims abstract description 172
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 157
- 239000010959 steel Substances 0.000 claims abstract description 157
- 239000004568 cement Substances 0.000 claims abstract description 74
- 238000003756 stirring Methods 0.000 claims abstract description 63
- 238000009412 basement excavation Methods 0.000 claims abstract description 38
- 238000007667 floating Methods 0.000 claims description 40
- 238000005507 spraying Methods 0.000 claims description 30
- 230000006835 compression Effects 0.000 claims description 18
- 238000007906 compression Methods 0.000 claims description 18
- 239000006185 dispersion Substances 0.000 claims description 17
- 238000005553 drilling Methods 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 238000000034 method Methods 0.000 description 24
- 230000000694 effects Effects 0.000 description 12
- 238000003780 insertion Methods 0.000 description 10
- 230000037431 insertion Effects 0.000 description 10
- 230000002265 prevention Effects 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- 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
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
-
- 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
- E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a high-bearing-capacity foundation pit inclined pile supporting structure applying an anchoring mode and a construction method, and aims to provide a high-bearing-capacity foundation pit inclined pile supporting structure capable of completing construction of an inclined pile before excavation of a foundation pit, so that foundation pit excavation operation can be completed at one time under the condition that stability of foundation pit support is ensured, and a construction method. The construction method of the foundation pit inclined pile supporting structure with high bearing capacity by using an anchoring mode sequentially comprises the following steps of A, constructing cement-soil stirring piles, completing construction of foundation pit guard piles, and constructing the cement-soil stirring piles which are obliquely distributed in a foundation pit soil layer on the inner side of the foundation pit guard piles before excavation of the foundation pit; b, constructing a high-pressure jet grouting pile section by adopting a high-pressure jet grouting pile machine, and constructing a high-pressure jet grouting pile section at a set elevation of the cement-soil mixing pile; c, inserting obliquely-distributed steel columns into the cement soil mixing piles; and D, constructing a capping beam, and pouring concrete along the upper end of the foundation pit guard pile to form the capping beam.
Description
Technical Field
The invention relates to the field of foundation pit support, in particular to a high-bearing-capacity foundation pit inclined pile supporting structure applying an anchoring mode and a construction method.
Background
The existing foundation pit supporting system generally adopts a horizontal supporting beam for supporting, and for large-area foundation pits, the length of the horizontal supporting beam is long, so that on one hand, the manufacturing cost of the horizontal supporting beam is high, on the other hand, the horizontal supporting beam spans across the foundation pit, and a plurality of upright posts for supporting the horizontal supporting beam are required to be arranged below the horizontal supporting beam, so that the occupied space is large, and the construction of the main structure of the soil digging and the foundation pit is not facilitated.
In order to solve the defects of the foundation pit supporting system adopting a horizontal supporting beam for supporting, some foundation pits at present adopt inclined supporting beams, and the inclined supporting beams can effectively solve the problems of large occupied space of the horizontal supporting beams and unfavorable for the soil digging and the main structure operation of the foundation pit; however, the existing inclined support cannot be constructed before excavation of the foundation pit, and foundation pit guard piles and capping beams are required to be constructed first; then adopting basin-type excavation, namely firstly excavating soil in the middle of a foundation pit, reserving large-area back-pressure soil at the edge of the foundation pit to resist the soil pressure, and then pouring a large bottom plate in the foundation pit; and then, after pouring of the large bottom plate in the foundation pit is completed, the inclined support can be erected, and reserved soil on the foundation pit edge below the inclined support can be excavated. In this way, in the process of the foundation pit excavation operation, the excavation operation is required to be stopped, the construction erection of the inclined support is performed again, then the excavation operation is performed again, and in the process, the scheduling of various construction equipment and the scheduling of different operators are required to be involved, so that the construction period is prolonged; moreover, the soil pressure born by the inclined support is directly transferred to the large bottom plate of the foundation pit, so that the problems of cracking of the large bottom plate and the like are easily caused; in the process of reserving soil at the edge of a foundation pit, a digging machine and an earthmoving vehicle inevitably roll from a large bottom plate of a constructed pit to cause the damage of a finished area. On the other hand, in the process of foundation pit excavation operation, attention is paid to the soil layer to be reserved on the foundation pit edge, and once the soil layer to be reserved on the foundation pit edge is excavated too much, the problem that the foundation pit guard pile bends, cracks and even breaks under the action of peripheral soil pressure can be caused.
Disclosure of Invention
The invention aims to provide a high-bearing-capacity foundation pit inclined pile supporting structure and a construction method, which can finish construction of an inclined pile before foundation pit excavation and have good bearing capacity, so that foundation pit excavation operation can be finished at one time under the condition of ensuring stable foundation pit support, foundation pit excavation construction process steps are optimized, and foundation pit excavation construction period is shortened.
The technical scheme of the invention is as follows:
The construction method of the foundation pit inclined pile supporting structure with high bearing capacity by using an anchoring mode sequentially comprises the following steps of,
The construction of the cement-soil stirring pile is completed in the construction of the foundation pit guard pile, and cement-soil stirring piles which are obliquely distributed are constructed in a foundation pit soil layer on the inner side of the foundation pit guard pile before the foundation pit is excavated, the lower end of each cement-soil stirring pile is inclined towards the middle of the foundation pit, and the lower end of each cement-soil stirring pile is positioned below the elevation of the bottom of the foundation pit;
B, constructing a high-pressure jet grouting pile section by adopting a high-pressure jet grouting pile machine, drilling a jet grouting drill rod of the high-pressure jet grouting pile machine into the cement soil mixing pile along the inclined direction of the cement soil mixing pile before the cement soil mixing pile is hardened, constructing and forming the high-pressure jet grouting pile section at the set elevation of the cement soil mixing pile, wherein the high-pressure jet grouting pile section is positioned below the foundation pit bottom elevation, and the outer diameter of the high-pressure jet grouting pile section is larger than the outer diameter of the cement soil mixing pile;
C, inserting steel columns which are obliquely distributed into the cement-soil mixing piles along the oblique direction of the cement-soil mixing piles before the cement-soil mixing piles and the high-pressure jet grouting pile sections harden, wherein the cement-soil mixing piles, the high-pressure jet grouting pile sections and the steel columns form oblique piles together;
And D, constructing a capping beam, namely pouring concrete along the upper end of the foundation pit guard pile to form the capping beam before excavation of the foundation pit, and pouring the top of the profile steel column into the capping beam so as to integrate the upper end of the foundation pit guard pile and the upper end of the inclined pile through the capping beam.
According to the construction method, the inclined pile is constructed, cement soil stirring piles which are obliquely distributed are constructed in a foundation pit soil layer on the inner side of a foundation pit guard pile before a foundation pit is excavated, then, a high-pressure jet grouting pile section is constructed at a set elevation of the cement soil stirring piles, the high-pressure jet grouting pile section is a cement reinforcing body formed by injecting cement slurry into the soil layer, the overall hardness of the high-pressure jet grouting pile section is higher than that of the cement soil stirring piles, the outer diameter of the high-pressure jet grouting pile section is larger than that of the cement soil stirring piles, and the compression bearing capacity of the inclined pile can be effectively improved; then, inserting a section steel column into the cement-soil mixing pile to form a diagonal pile (on one hand, the construction of the cement-soil mixing pile can be beneficial to the insertion of the section steel column, on the other hand, after the cement-soil mixing pile and the high-pressure jet grouting pile section are hardened, the binding force between the diagonal pile and surrounding soil layers can be effectively improved, the section steel column is anchored in the cement-soil mixing pile and the high-pressure jet grouting pile section, the compression bearing capacity of the diagonal pile can be effectively improved), and the upper end of the foundation pit enclosure pile and the upper end of the diagonal pile are connected into a whole through a capping beam, so that the construction of the diagonal pile is completed before the foundation pit is excavated, and the capping beam, the upper end of the foundation pit enclosure pile and the upper end of the diagonal pile are connected into a whole, so that the stability of a foundation pit support is ensured; after the foundation pit is excavated to the elevation of the bottom of the foundation pit, the lower part of the inclined pile is still obliquely anchored at the bottom of the foundation pit, so that the stability of the foundation pit support is ensured; therefore, the foundation pit excavation operation can be completed once under the condition that the stability of the foundation pit support is ensured, then the large structural bottom plate of the foundation pit is constructed, the step-by-step excavation is not needed, the large-area back pressure soil is not needed to be reserved at the edge of the foundation pit to resist the soil pressure, the foundation pit excavation construction process steps can be optimized, and the foundation pit excavation construction period is shortened; meanwhile, the problem that the excavator and the earthmoving vehicle are inevitably rolled from the large bottom plate of the constructed foundation pit structure to cause the damage of the finished area is solved.
Preferably, the profile steel column is provided with one pressure dispersing sheet or a plurality of pressure dispersing sheets which are distributed in sequence along the length direction of the profile steel column. The pressure dispersion sheet can effectively enhance the anchoring effect of the steel column in the cement-soil mixing pile and the high-pressure jet grouting pile section, thereby improving the anchoring effect of the inclined pile.
Preferably, a reinforcing rib plate is arranged between the pressure dispersion sheet and the steel column. So that the strength of the pressure dispersing tablet can be improved, and the anchoring effect of the pressure dispersing tablet is further ensured.
Preferably, the profile steel column is H-shaped steel, the pressure dispersing sheet is positioned between the two flange plates of the profile steel column, and the pressure dispersing sheet is welded and connected with the two flange plates and the web plate of the profile steel column. Therefore, the connection strength of the pressure dispersing sheet and the pressure dispersing sheet can be further improved, so that the anchoring effect of the pressure dispersing sheet is ensured.
Preferably, the pressure dispersing sheets are distributed in the high-pressure jet grouting pile section.
Preferably, the pressure dispersion sheet is positioned below the foundation pit bottom elevation. Therefore, after the foundation pit is excavated to the elevation of the bottom of the foundation pit, the lower part of the inclined pile can be stably anchored at the bottom of the foundation pit.
Preferably, the steel column passes through the high pressure jet grouting pile section.
Preferably, the high-pressure jet grouting pile sections in the step B are multiple sections, each section of high-pressure jet grouting pile section is constructed sequentially from bottom to top, the specific construction steps of each section of high-pressure jet grouting pile in the step B are as follows,
Firstly, a rotary spraying drill rod of a high-pressure rotary spraying pile machine drills into a cement-soil stirring pile along the inclined direction of the cement-soil stirring pile, and when a nozzle at the bottom of the rotary spraying drill rod moves down to a set elevation, the rotary spraying drill rod stops working;
Secondly, lifting the rotary spraying drill rod upwards along the inclined direction of the cement-soil mixing pile, spraying grouting by the nozzle, starting to construct a high-pressure rotary spraying pile section, stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, and forming a section of high-pressure rotary spraying pile section at the set elevation of the cement-soil mixing pile;
Thirdly, the rotary jet drilling rod is continuously lifted upwards along the inclined direction of the cement soil mixing pile, and after the nozzle at the bottom of the rotary jet drilling rod moves upwards to the set elevation, the second step is returned until the construction of each section of high-pressure rotary jet drilling pile section is completed.
Preferably, the profile steel column deviation prevention early warning device comprises a guide sleeve arranged on the profile steel column, a floating early warning inserting rod sliding along the guide sleeve, a baffle plate and a limiting block arranged on the floating early warning inserting rod and a pre-compression spring sleeved on the floating early warning inserting rod, wherein the baffle plate is arranged below the guide sleeve, one end of the pre-compression spring is abutted against the baffle plate, the other end of the pre-compression spring is abutted against the guide sleeve, the limiting block is arranged above the guide sleeve, the limiting block is abutted against the guide sleeve under the action of the pre-compression spring, the floating early warning inserting rod is parallel to the length direction of the profile steel column, the upper end of the floating early warning inserting rod is close to the upper end of the profile steel column, and the lower end of the floating early warning inserting rod extends out to the lower end of the profile steel column. Because the depth of cement soil mixing pile is darker, the degree of depth of shaped steel post male is also very dark, at the in-process of shaped steel post inserting cement soil mixing pile, in case the inclination of shaped steel post and cement soil mixing pile is inconsistent, then in can appear in the shaped steel post partly or very big part inserts the soil horizon, leads to shaped steel post and cement soil mixing pile separation, and the combination that can not be fine is as an organic whole to influence the support ability of inclined pile. In order to solve the problem, the inventor sets a section steel column deviation prevention early warning device on the section steel column, in particular,
Because the cement-soil stirring pile is formed by stirring, the resistance of the profile steel column inserted into the cement-soil stirring pile before hardening is far smaller than the resistance of the profile steel column inserted into the soil layer of the foundation pit; in this way, in the process of inserting the steel column into the cement-soil mixing pile, if the inserting angle of the steel column is consistent with the inclination angle of the cement-soil mixing pile, no displacement occurs between the floating early-warning inserting rod and the steel column in the process, that is, in the process of inserting the steel column into the cement-soil mixing pile, if no displacement occurs between the floating early-warning inserting rod and the steel column, the inserting angle of the steel column is consistent with the inclination angle of the cement-soil mixing pile; if the insertion angle of the profile steel column is inconsistent with the inclination angle of the cement-soil stirring pile, the lower end of the floating early warning inserted link is inserted into the foundation pit soil layer in the process, after the resistance piece enters the foundation pit soil layer, the foundation pit soil layer resistance force born by the resistance piece overcomes the acting force of the pre-compression spring, so that the floating early warning inserted link moves upwards relative to the profile steel column, namely, if the floating early warning inserted link moves upwards relative to the profile steel column in the process of inserting the profile steel column into the cement-soil stirring pile, the insertion angle of the profile steel column is inconsistent with the inclination angle of the cement-soil stirring pile, at the moment, the profile steel column can be pulled out, after the insertion angle of the profile steel column is readjusted, the floating early warning inserted link is continuously inserted until the profile steel column is not displaced with the profile steel column in the process of inserting the cement-soil stirring pile, and the profile steel column and the cement-soil stirring pile are reliably combined into a whole.
The utility model provides an use high bearing capacity foundation ditch batter pile bearing structure of anchor mode, is including being located the inboard batter pile of foundation ditch fender pile and along the pressure roof beam that the foundation ditch fender pile upper end extends, the batter pile is including setting up the cement soil stirring stake in the inboard foundation ditch soil layer of foundation ditch fender pile, setting up the high pressure jet grouting pile section of setting up elevation department at cement soil stirring stake and inserting the section steel post of establishing in the cement soil stirring stake, the high pressure jet grouting pile section is located the below of foundation ditch bottom elevation, and the high pressure jet grouting pile section is parallel distribution or coaxial distribution with cement soil stirring stake, and the external diameter of high pressure jet grouting pile section is greater than the external diameter of cement soil stirring stake, the upper end of cement soil stirring stake is close to the upper end of foundation ditch fender pile or intersects with the upper end of foundation ditch fender pile, and the lower extreme of cement soil stirring stake is toward foundation ditch middle part slope to the top of section steel post buries in the pressure roof beam in order to make the upper end of foundation ditch fender pile and the upper end of batter pile link as an organic whole through the roof beam. The inclined pile can finish construction before excavation of the foundation pit so as to ensure the stability of the foundation pit support; therefore, the foundation pit excavation operation can be completed once under the condition that the stability of the foundation pit support is ensured, then the large structural bottom plate of the foundation pit is constructed, step-by-step excavation is not needed, large-area back pressure soil is not needed to be reserved at the edge of the foundation pit to resist the soil pressure, the foundation pit excavation construction process step is optimized, and the foundation pit excavation construction period is shortened.
The beneficial effects of the invention are as follows: the construction of the inclined pile can be completed before the foundation pit is excavated, and the bearing capacity of the inclined pile is good, so that the foundation pit excavation operation is completed once under the condition that the stability of the foundation pit support is ensured, the foundation pit excavation construction process steps are optimized, and the foundation pit excavation construction period is shortened.
Drawings
Fig. 1 is a schematic structural view of a high-bearing capacity foundation pit inclined pile supporting structure applying an anchoring mode before excavation of a foundation pit.
Fig. 2 is a schematic cross-sectional structure of the steel column of the present invention.
Fig. 3 is a schematic structural diagram of the high-bearing capacity foundation pit inclined pile supporting structure using the anchoring manner of the invention after the foundation pit is excavated to the bottom elevation of the foundation pit.
Fig. 4 is a schematic diagram of a local structure of a section steel column and a section steel column deviation prevention early warning device according to a second embodiment of the present invention.
In the figure:
Foundation pit guard piles 1;
inclined piles 2, cement-soil mixing piles 2.1, high-pressure jet grouting pile sections 2.2, section steel columns 2.3, pressure dispersing sheets 2.4 and reinforcing rib plates 2.5;
A capping beam 3;
The device comprises a profile steel column deviation prevention early warning device 4, a guide sleeve 4.1, a floating early warning inserted link 4.2, a baffle 4.3, a limiting block 4.4, a pre-compression spring 4.5, a lower guide sleeve 4.6, a resistance piece 4.7, an extension steel bar 4.8 and a connecting rope 4.9.
Detailed Description
First embodiment: as shown in fig. 1,2 and 3, the foundation pit inclined pile supporting structure with high bearing capacity by using an anchoring mode comprises an inclined pile 2 positioned on the inner side of a foundation pit guard pile 1 and a capping beam 3 extending along the upper end of the foundation pit guard pile. In the embodiment, the foundation pit guard pile is formed by a plurality of stirring piles which are sequentially meshed and connected, the top beam is formed by casting concrete, and the top ends of all the stirring piles forming the foundation pit guard pile are connected into a whole through the top beam.
The inclined pile 2 comprises a cement-soil stirring pile 2.1 arranged in a foundation pit soil layer inside the foundation pit guard pile, a high-pressure jet grouting pile section 2.2 arranged at a set elevation of the cement-soil stirring pile and a profile steel column 2.3 inserted in the cement-soil stirring pile. The cement mixing piles are obliquely distributed, the upper ends of the cement mixing piles are close to or intersected with the upper ends of the foundation pit guard piles, and the lower ends of the cement mixing piles are inclined towards the middle of the foundation pit. The lower extreme of cement mixing stake is located the below of foundation ditch bottom elevation. The high-pressure jet grouting pile section is positioned below the elevation of the bottom of the foundation pit, the high-pressure jet grouting pile section and the cement soil stirring pile are distributed in parallel or coaxially, and the outer diameter of the high-pressure jet grouting pile section is larger than that of the cement soil stirring pile. The high-pressure jet grouting pile section adopts cement slurry to be sprayed into a soil layer to form a cement reinforcing body. The inclination angle of the profile steel column is consistent with that of the cement soil stirring pile. The section steel column passes through the high-pressure jet grouting pile section. In this embodiment, the upper end of the section steel column is located above the ground. The top of the profile steel column is buried in the capping beam, so that the upper end of the foundation pit guard pile and the upper end of the inclined pile are connected into a whole through the capping beam.
The inclined pile of the embodiment can be constructed before the foundation pit is excavated, specifically, cement soil stirring piles which are obliquely distributed are constructed in a foundation pit soil layer on the inner side of a foundation pit guard pile, then, a high-pressure jet grouting pile section is constructed at a set elevation of the cement soil stirring piles by utilizing a high-pressure jet grouting pile machine, then, a section steel column is inserted into the cement soil stirring piles to form the inclined pile, and the upper end of the foundation pit guard pile and the upper end of the inclined pile are connected into a whole through a capping beam, so that the construction of the inclined pile is completed before the foundation pit is excavated, and the capping beam, the upper end of the foundation pit guard pile and the upper end of the inclined pile are connected into a whole, so that the stability of a foundation pit support is ensured; therefore, the foundation pit excavation operation can be completed once under the condition that the stability of the foundation pit support is ensured, then the large structural bottom plate of the foundation pit is constructed, step-by-step excavation is not needed, large-area back pressure soil is not needed to be reserved at the edge of the foundation pit to resist the soil pressure, the foundation pit excavation construction process step is optimized, and the foundation pit excavation construction period is shortened.
Further, as shown in fig. 1, the high-pressure jet grouting pile sections 2.2 are multiple sections, and the high-pressure jet grouting pile sections of each section are sequentially distributed from bottom to top along the axial direction of the cement-soil mixing pile. In this embodiment, the high-pressure jet grouting pile section is two sections distributed from top to bottom, wherein the lower section high-pressure jet grouting pile section is located at the bottom of the cement soil mixing pile, and the two sections high-pressure jet grouting pile sections are located below the elevation of the bottom of the foundation pit. Of course, the high pressure jet grouting pile section 2.2 can also be a section.
Further, the inclination angle of the soil cement mixing pile is 40-75 degrees, for example, the inclination angle of the soil cement mixing pile is 60 degrees. The inclination angle of the cement mixing pile refers to the included angle between the cement mixing pile and the horizontal plane.
Further, the section steel column is an H-shaped steel or a round steel pipe or a square steel pipe, and in this embodiment, the section steel column is an H-shaped steel.
Further, as shown in fig. 1,2 and 3, the section steel column is provided with a pressure dispersing sheet or a plurality of pressure dispersing sheets 2.4 distributed in sequence along the length direction of the section steel column. In this embodiment, the pressure dispersing pieces are perpendicular to the longitudinal direction of the section steel column. The pressure dispersion sheet can effectively enhance the anchoring effect of the steel column in the cement-soil mixing pile and the high-pressure jet grouting pile section, thereby improving the anchoring effect of the inclined pile.
And a reinforcing rib plate 2.5 is arranged between the pressure dispersion sheet and the steel column. So that the strength of the pressure dispersing tablet can be improved, and the anchoring effect of the pressure dispersing tablet is further ensured.
The section steel column is H-shaped steel, the pressure dispersion sheet is positioned between the two flange plates of the section steel column, and the pressure dispersion sheet is welded with the two flange plates and the web plate of the section steel column. Therefore, the connection strength of the pressure dispersing sheet and the pressure dispersing sheet can be further improved, so that the anchoring effect of the pressure dispersing sheet is ensured.
Further, as shown in fig. 1, the pressure dispersing sheets are distributed in the high-pressure jet grouting pile section. The pressure dispersion piece is positioned below the elevation of the foundation pit bottom. Therefore, after the foundation pit is excavated to the elevation of the bottom of the foundation pit, the lower part of the inclined pile can be stably anchored at the bottom of the foundation pit.
In a second embodiment, as shown in fig. 1 and 3, a construction method of a foundation pit inclined pile supporting structure with high bearing capacity by using an anchoring manner sequentially comprises the following steps,
A, cement mixing pile construction is completed in foundation pit fender pile construction, and before foundation pit excavation, cement mixing piles 2.1 which are obliquely distributed are constructed in a foundation pit soil layer on the inner side of the foundation pit fender pile 1, the upper end of the cement mixing pile is close to or intersected with the upper end of the foundation pit fender pile, the lower end of the cement mixing pile is inclined towards the middle of the foundation pit, and the lower end of the cement mixing pile is located below the elevation of the bottom of the foundation pit.
B, constructing a high-pressure jet grouting pile section by adopting a high-pressure jet grouting pile machine, drilling a jet grouting drill rod of the high-pressure jet grouting pile machine into the cement soil mixing pile along the inclined direction of the cement soil mixing pile before the cement soil mixing pile is hardened, constructing a high-pressure jet grouting pile section 2.2 at the set elevation of the cement soil mixing pile, wherein the high-pressure jet grouting pile section is positioned below the foundation pit bottom elevation, the outer diameter of the high-pressure jet grouting pile section is larger than the outer diameter of the cement soil mixing pile,
And C, inserting steel columns 2.3 which are distributed in an inclined mode into the cement mixing pile along the inclined direction of the cement mixing pile before the cement mixing pile and the high-pressure jet grouting pile are hardened. In this embodiment, the insertion angle of the section steel column is identical to the inclination angle of the soil cement stirring pile. And the cement mixing pile, the high-pressure jet grouting pile section and the profile steel column form an inclined pile together.
And D, constructing a top-hat beam, namely pouring concrete along the upper end of the foundation pit guard pile to form a top-hat beam 3 before excavation of the foundation pit, and pouring the top of the profile steel column into the top-hat beam so as to integrate the upper end of the foundation pit guard pile and the upper end of the inclined pile through the top-hat beam.
In the construction method of the embodiment, cement-soil stirring piles which are obliquely distributed are constructed in a foundation pit soil layer at the inner side of a foundation pit guard pile before a foundation pit is excavated, then, high-pressure jet grouting pile sections are constructed at set elevations of the cement-soil stirring piles, the high-pressure jet grouting pile sections are cement reinforcing bodies formed by injecting cement slurry into the soil layer, the overall hardness of the high-pressure jet grouting pile sections is higher than that of the cement-soil stirring piles, the outer diameter of the high-pressure jet grouting pile sections is larger than that of the cement-soil stirring piles, and the compression bearing capacity of the inclined piles can be effectively improved; then, inserting a section steel column into the cement-soil mixing pile to form a diagonal pile (on one hand, the construction of the cement-soil mixing pile can be beneficial to the insertion of the section steel column, on the other hand, after the cement-soil mixing pile and the high-pressure jet grouting pile section are hardened, the binding force between the diagonal pile and surrounding soil layers can be effectively improved, the section steel column is anchored in the cement-soil mixing pile and the high-pressure jet grouting pile section, the compression bearing capacity of the diagonal pile can be effectively improved), and the upper end of the foundation pit enclosure pile and the upper end of the diagonal pile are connected into a whole through a capping beam, so that the construction of the diagonal pile is completed before the foundation pit is excavated, and the capping beam, the upper end of the foundation pit enclosure pile and the upper end of the diagonal pile are connected into a whole, so that the stability of a foundation pit support is ensured; after the foundation pit is excavated to the elevation of the bottom of the foundation pit, the lower part of the inclined pile is still obliquely anchored at the bottom of the foundation pit, so that the stability of the foundation pit support is ensured; therefore, the foundation pit excavation operation can be completed once under the condition that the stability of the foundation pit support is ensured, then the large structural bottom plate of the foundation pit is constructed, the step-by-step excavation is not needed, the large-area back pressure soil is not needed to be reserved at the edge of the foundation pit to resist the soil pressure, the foundation pit excavation construction process steps can be optimized, and the foundation pit excavation construction period is shortened; meanwhile, the problem that the excavator and the earthmoving vehicle are inevitably rolled from the large bottom plate of the constructed foundation pit structure to cause the damage of the finished area is solved.
Specifically, the foundation pit guard pile is formed by a plurality of stirring piles which are sequentially meshed and connected, and the upper ends of all the stirring piles forming the foundation pit guard pile are connected into a whole through the top beam.
The inclination angle of the soil cement mixing pile is 40-75 degrees, for example, the inclination angle of the soil cement mixing pile is 60 degrees. The inclination angle of the cement mixing pile refers to the included angle between the cement mixing pile and the horizontal plane.
The section steel column is H-shaped steel or round steel pipe or square steel pipe, in this embodiment, the section steel column is H-shaped steel.
Further, the high-pressure jet grouting pile sections in the step B are multiple sections, the high-pressure jet grouting pile sections of the sections are sequentially constructed from bottom to top, the high-pressure jet grouting pile sections in the embodiment are an upper section and a lower section, and the lower section of the high-pressure jet grouting pile section is located at the bottom of the cement soil stirring pile. Of course, the high-pressure jet grouting pile section can also be a section.
The concrete construction steps of each section of high-pressure jet grouting pile in the step B are as follows,
Firstly, a rotary spraying drill rod of a high-pressure rotary spraying pile machine drills into a cement-soil stirring pile along the inclined direction of the cement-soil stirring pile, and after a nozzle at the bottom of the rotary spraying drill rod moves downwards to the bottom of the cement-soil stirring pile, the rotary spraying drill rod stops moving downwards;
Secondly, lifting the rotary spraying drill rod upwards along the inclined direction of the cement-soil mixing pile, spraying grouting by the nozzle, starting to construct a high-pressure rotary spraying pile section, stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, and forming a section of high-pressure rotary spraying pile section at the set elevation of the cement-soil mixing pile;
Thirdly, the rotary jet drilling rod is continuously lifted upwards along the inclined direction of the cement soil mixing pile, and after the nozzle at the bottom of the rotary jet drilling rod moves upwards to the set elevation, the second step is returned until the construction of each section of high-pressure rotary jet drilling pile section is completed.
Further, as shown in fig. 1 and 2, a pressure dispersing sheet 2.4 or a plurality of pressure dispersing sheets distributed in sequence along the length direction of the section steel column is arranged on the section steel column. In this embodiment, the pressure dispersing pieces are perpendicular to the longitudinal direction of the section steel column. The pressure dispersion sheet can effectively enhance the anchoring effect of the steel column in the cement-soil mixing pile and the high-pressure jet grouting pile section, thereby improving the anchoring effect of the inclined pile.
And a reinforcing rib plate 2.5 is arranged between the pressure dispersion sheet and the steel column. So that the strength of the pressure dispersing tablet can be improved, and the anchoring effect of the pressure dispersing tablet is further ensured.
The section steel column is H-shaped steel, the pressure dispersion sheet is positioned between the two flange plates of the section steel column, and the pressure dispersion sheet is welded with the two flange plates and the web plate of the section steel column. Therefore, the connection strength of the pressure dispersing sheet and the pressure dispersing sheet can be further improved, so that the anchoring effect of the pressure dispersing sheet is ensured.
Further, the pressure dispersing sheets are distributed in the high-pressure jet grouting pile section. The pressure dispersion piece is positioned below the elevation of the foundation pit bottom. Therefore, after the foundation pit is excavated to the elevation of the bottom of the foundation pit, the lower part of the inclined pile can be stably anchored at the bottom of the foundation pit.
Further, as shown in fig. 4, a profile steel column deviation prevention early warning device 4 is arranged on the profile steel column 2.3. The deviation prevention early warning device for the profile steel column comprises a guide sleeve 4.1 arranged on the profile steel column, a floating early warning inserting rod 4.2 sliding along the guide sleeve, a baffle 4.3 and a limiting block 4.4 arranged on the floating early warning inserting rod and a pre-compression spring 4.5 sleeved on the floating early warning inserting rod. The baffle is located the uide bushing below, and pre-compaction spring one end is supported on the baffle, and pre-compaction spring other end is supported on the uide bushing. The limiting block is positioned above the guide sleeve and is propped against the guide sleeve under the action of the pre-compressed spring. The floating early warning inserted link is parallel to the section steel column. The upper end of the floating early warning inserted link is close to the upper end of the steel column, and in the embodiment, the upper end of the floating early warning inserted link is located below the upper end of the steel column. The lower end of the floating early warning inserted link extends out to the lower part of the lower end of the steel column. And a resistance piece 4.7 is arranged on the floating early warning inserted link and positioned below the lower end of the steel column. Because the depth of cement soil mixing pile is darker, the degree of depth of shaped steel post male is also very dark, at the in-process of shaped steel post inserting cement soil mixing pile, in case the inclination of shaped steel post and cement soil mixing pile is inconsistent, then in can appear in the shaped steel post partly or very big part inserts the soil horizon, leads to shaped steel post and cement soil mixing pile separation, and the combination that can not be fine is as an organic whole to influence the support ability of inclined pile. In order to solve the problem, the inventor sets a section steel column deviation prevention early warning device on the section steel column, in particular,
Because the cement-soil stirring pile is formed by stirring, the resistance of the profile steel column inserted into the cement-soil stirring pile before hardening is far smaller than the resistance of the profile steel column inserted into the soil layer of the foundation pit; in this way, in the process of inserting the steel column into the cement-soil mixing pile, if the inserting angle of the steel column is consistent with the inclination angle of the cement-soil mixing pile, no displacement occurs between the floating early-warning inserting rod and the steel column in the process, that is, in the process of inserting the steel column into the cement-soil mixing pile, if no displacement occurs between the floating early-warning inserting rod and the steel column, the inserting angle of the steel column is consistent with the inclination angle of the cement-soil mixing pile; if the insertion angle of the profile steel column is inconsistent with the inclination angle of the cement-soil stirring pile, the lower end of the floating early warning inserted link is inserted into the foundation pit soil layer in the process, after the resistance piece enters the foundation pit soil layer, the foundation pit soil layer resistance force born by the resistance piece overcomes the acting force of the pre-compression spring, so that the floating early warning inserted link moves upwards relative to the profile steel column, namely, if the floating early warning inserted link moves upwards relative to the profile steel column in the process of inserting the profile steel column into the cement-soil stirring pile, the insertion angle of the profile steel column is inconsistent with the inclination angle of the cement-soil stirring pile, at the moment, the profile steel column can be pulled out, after the insertion angle of the profile steel column is readjusted, the floating early warning inserted link is continuously inserted until the profile steel column is not displaced with the profile steel column in the process of inserting the cement-soil stirring pile, and the profile steel column and the cement-soil stirring pile are reliably combined into a whole.
Further, as shown in fig. 4, the guide sleeve is close to the upper end of the section steel column, and the guide sleeve is fixed on the section steel column through bolts. Therefore, after the section steel column is inserted into the cement-soil mixing pile according to the requirements, the guide sleeve close to the upper end of the section steel column can be detached, and then the guide sleeve, the floating early warning inserted rod and the pre-compression spring are pulled out of the cement-soil mixing pile, so that recycling is realized.
As shown in fig. 4, the early warning device for preventing deviation of the profile steel column further comprises a lower guide sleeve 4.6 arranged on the profile steel column, wherein the lower guide sleeve is close to the lower end of the profile steel column. The floating early warning inserted bar passes through the lower guide sleeve. The lower extreme of floating early warning inserted bar is equipped with extension bar 4.8, and extension bar and floating early warning inserted bar are coaxial. The outer diameter of the extension steel bar is smaller than that of the floating early warning inserted link. The resistance piece is provided with a splicing hole, the extension steel bar is inserted in the splicing hole, and the resistance piece is propped against the lower end face of the floating early warning inserted bar. In this embodiment, the friction between the extension bar and the insertion hole is greater than the gravity of the resistance member. The resistance piece is a resistance plate or a resistance block. Therefore, after the section steel column is inserted into the cement-soil mixing pile according to the requirement, the guide sleeve, the floating early warning inserted rod and the pre-compression spring can be pulled out of the cement-soil mixing pile without being influenced. In this embodiment, the resistance member is connected to the lower end of the section steel column via a connecting rope 4.9.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and any simple modification, variation and equivalent transformation of the above embodiment according to the technical substance of the present invention still fall within the scope of the technical solution of the present invention.
Claims (7)
1. The construction method of the foundation pit inclined pile supporting structure with high bearing capacity by using an anchoring mode is characterized by comprising the following steps in sequence,
The construction of the cement-soil stirring pile is completed in the construction of the foundation pit guard pile, and cement-soil stirring piles which are obliquely distributed are constructed in a foundation pit soil layer on the inner side of the foundation pit guard pile before the foundation pit is excavated, the lower end of each cement-soil stirring pile is inclined towards the middle of the foundation pit, and the lower end of each cement-soil stirring pile is positioned below the elevation of the bottom of the foundation pit;
B, constructing a high-pressure jet grouting pile section by adopting a high-pressure jet grouting pile machine, drilling a jet grouting drill rod of the high-pressure jet grouting pile machine into the cement soil mixing pile along the inclined direction of the cement soil mixing pile before the cement soil mixing pile is hardened, constructing and forming the high-pressure jet grouting pile section at the set elevation of the cement soil mixing pile, wherein the high-pressure jet grouting pile section is positioned below the foundation pit bottom elevation, and the outer diameter of the high-pressure jet grouting pile section is larger than the outer diameter of the cement soil mixing pile;
C, inserting steel columns which are obliquely distributed into the cement-soil mixing piles along the oblique direction of the cement-soil mixing piles before the cement-soil mixing piles and the high-pressure jet grouting pile sections harden, wherein the cement-soil mixing piles, the high-pressure jet grouting pile sections and the steel columns form oblique piles together;
d, constructing a top beam, namely pouring concrete along the upper end of the foundation pit guard pile to form the top beam before excavation of the foundation pit, and pouring the top of the profile steel column into the top beam so as to integrate the upper end of the foundation pit guard pile and the upper end of the inclined pile through the top beam;
the steel column is provided with a pressure dispersing sheet or a plurality of pressure dispersing sheets which are distributed in sequence along the length direction of the steel column;
The device comprises a guide sleeve arranged on a profile steel column, a floating early warning inserting rod sliding along the guide sleeve, a baffle plate and a limiting block arranged on the floating early warning inserting rod, and a pre-compression spring sleeved on the floating early warning inserting rod, wherein the baffle plate is arranged below the guide sleeve, one end of the pre-compression spring is abutted against the baffle plate, the other end of the pre-compression spring is abutted against the guide sleeve, the limiting block is arranged above the guide sleeve, the limiting block is abutted against the guide sleeve under the action of the pre-compression spring, the floating early warning inserting rod is parallel to the length direction of the profile steel column, the upper end of the floating early warning inserting rod is close to the upper end of the profile steel column, and the lower end of the floating early warning inserting rod extends out to the lower end of the profile steel column.
2. The construction method for the high-bearing foundation pit inclined pile supporting structure using the anchoring mode according to claim 1, wherein a reinforcing rib plate is arranged between the pressure dispersion sheet and the steel column.
3. The construction method for the foundation pit inclined pile supporting structure with the high bearing capacity by using the anchoring mode according to claim 1 or 2, wherein the steel column is H-shaped steel, the pressure dispersion sheet is positioned between two flange plates of the steel column, and the pressure dispersion sheet is welded with the two flange plates and the web plate of the steel column.
4. The construction method for the high-bearing foundation pit inclined pile supporting structure using the anchoring mode according to claim 1 or 2, wherein the pressure dispersing sheets are distributed in the high-pressure jet grouting pile section.
5. The construction method for the high-bearing foundation pit inclined pile supporting structure using the anchoring mode according to claim 1 or 2, wherein the pressure dispersion sheet is positioned below the foundation pit bottom elevation.
6. The construction method for the high-bearing foundation pit inclined pile supporting structure using the anchoring mode according to claim 1 or 2, wherein the section steel column passes through the high-pressure jet grouting pile section.
7. The construction method of the foundation pit inclined pile supporting structure using the anchoring mode according to claim 1 or 2, wherein the high-pressure jet grouting pile sections in the step B are multi-section, each section of high-pressure jet grouting pile section is constructed sequentially from bottom to top, the specific construction steps of each section of high-pressure jet grouting pile in the step B are as follows,
Firstly, a rotary spraying drill rod of a high-pressure rotary spraying pile machine drills into a cement-soil stirring pile along the inclined direction of the cement-soil stirring pile, and when a nozzle at the bottom of the rotary spraying drill rod moves down to a set elevation, the rotary spraying drill rod stops working;
Secondly, lifting the rotary spraying drill rod upwards along the inclined direction of the cement-soil mixing pile, spraying grouting by the nozzle at the same time, starting to construct a high-pressure rotary spraying pile section, stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, and forming a section of high-pressure rotary spraying pile section at the set elevation of the cement-soil mixing pile;
Thirdly, the rotary jet drilling rod is continuously lifted upwards along the inclined direction of the cement soil mixing pile, and after the nozzle at the bottom of the rotary jet drilling rod moves upwards to the set elevation, the second step is returned until the construction of each section of high-pressure rotary jet drilling pile section is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210136971.3A CN114808999B (en) | 2022-02-15 | 2022-02-15 | High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210136971.3A CN114808999B (en) | 2022-02-15 | 2022-02-15 | High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114808999A CN114808999A (en) | 2022-07-29 |
| CN114808999B true CN114808999B (en) | 2024-07-02 |
Family
ID=82527279
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210136971.3A Active CN114808999B (en) | 2022-02-15 | 2022-02-15 | High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114808999B (en) |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN216999747U (en) * | 2022-02-15 | 2022-07-19 | 东通岩土科技股份有限公司 | Combined foundation pit inclined pile structure for supporting foundation pit |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107882039A (en) * | 2016-09-30 | 2018-04-06 | 上海城地建设股份有限公司 | H type component building enclosures and its construction method are supportted before a kind of steel pipe |
| CN107134111B (en) * | 2017-06-06 | 2019-02-05 | 浙江兴泰建设有限公司 | One kind loosening prior-warning device for building outside plate |
| CN108035361A (en) * | 2017-12-28 | 2018-05-15 | 上海智平基础工程有限公司 | A kind of advanced support supporting construction and its construction method |
| CN208183759U (en) * | 2018-04-12 | 2018-12-04 | 中晟华兴国际建工有限公司 | A kind of foundation pit supporting construction with displacement measurement warning function |
| CN108951646A (en) * | 2018-07-18 | 2018-12-07 | 江苏东合南岩土科技股份有限公司 | Pit Bracing in Soft Soil structure and construction method |
| CN110130358A (en) * | 2019-04-25 | 2019-08-16 | 王琪 | A kind of the taper pile support structure and construction method of pattern foundation pit supporting structure |
-
2022
- 2022-02-15 CN CN202210136971.3A patent/CN114808999B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN216999747U (en) * | 2022-02-15 | 2022-07-19 | 东通岩土科技股份有限公司 | Combined foundation pit inclined pile structure for supporting foundation pit |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114808999A (en) | 2022-07-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR101410471B1 (en) | Method for buttom-up removal of underground retaining wall by using h-piles remained in earth retaining work of existed building | |
| CN212641473U (en) | Foundation pit supporting structure adjacent to existing building | |
| CN110130358A (en) | A kind of the taper pile support structure and construction method of pattern foundation pit supporting structure | |
| CN207017275U (en) | Recyclable system of deep foundation pit support can be assembled | |
| CN105926963A (en) | Vertical supporting method of underground top-down storey addition of existing high-rise building | |
| CN111910660A (en) | Ultrahigh slope supporting structure and construction method thereof | |
| CN111395358A (en) | Novel support system for double-row pile vertical-blocking cross anchor and construction method thereof | |
| CN114622567A (en) | Foundation pit enclosure supported by inclined piles and construction method thereof | |
| CN113863706B (en) | Construction method and application device of existing building low-clearance lower rotary-jet static pressure composite pile | |
| CN113482011B (en) | Large-diameter PHC pipe pile and cast-in-situ bored pile combined foundation pit supporting structure and method | |
| CN110748354A (en) | Construction method of assembled shield maintenance well | |
| CN113417300A (en) | Slope support system and construction method thereof | |
| CN108589739A (en) | It is anti-buckling to support the modularization foundation pit supporting system being combined with beam string | |
| CN114808999B (en) | High-bearing-capacity foundation pit inclined pile supporting structure applying anchoring mode and construction method | |
| CN108517795A (en) | Railroad bridge protecting canopy frame structure and its construction method | |
| CN109695249B (en) | Herringbone foundation pit supporting structure | |
| CN210106749U (en) | Counter-force structure of soft soil foundation super large section push pipe jacking operation | |
| CN216999747U (en) | Combined foundation pit inclined pile structure for supporting foundation pit | |
| CN109440781B (en) | Active inclined double-row pile foundation pit supporting method | |
| CN217517597U (en) | Compound supporting construction of deep basal pit | |
| CN216339582U (en) | Combined inclined support for foundation pit support | |
| CN116464060A (en) | Construction method for accelerating high-span region structure at high-low span position of basement bottom plate | |
| CN116479897A (en) | Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m | |
| CN108457200B (en) | Temporary supporting structure for underpinning of curved bridge section pile foundation and construction method | |
| CN109440780B (en) | Active type inclined single-row pile foundation pit supporting 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 | ||
| GR01 | Patent grant |