CN114808999A - 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
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- CN114808999A CN114808999A CN202210136971.3A CN202210136971A CN114808999A CN 114808999 A CN114808999 A CN 114808999A CN 202210136971 A CN202210136971 A CN 202210136971A CN 114808999 A CN114808999 A CN 114808999A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 238000004873 anchoring Methods 0.000 title claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 163
- 239000010959 steel Substances 0.000 claims abstract description 163
- 239000002689 soil Substances 0.000 claims abstract description 154
- 239000004568 cement Substances 0.000 claims abstract description 89
- 238000009412 basement excavation Methods 0.000 claims abstract description 40
- 238000005507 spraying Methods 0.000 claims description 76
- 239000007919 dispersible tablet Substances 0.000 claims description 41
- 238000007667 floating Methods 0.000 claims description 36
- 238000000034 method Methods 0.000 claims description 32
- 230000006835 compression Effects 0.000 claims description 20
- 238000007906 compression Methods 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 238000005553 drilling Methods 0.000 claims description 3
- 238000003780 insertion Methods 0.000 description 19
- 230000037431 insertion Effects 0.000 description 19
- 230000000694 effects Effects 0.000 description 12
- 230000002265 prevention Effects 0.000 description 7
- 230000009286 beneficial effect Effects 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 238000003756 stirring Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
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- 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
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- 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
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- 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
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- 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
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- 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
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- 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
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- 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 and a construction method which can complete construction of an inclined pile before foundation pit excavation so as to complete foundation pit excavation operation at one time under the condition of ensuring the stability of foundation pit support. A, constructing a cement-soil mixing pile, finishing the construction of a foundation pit fender pile, and constructing cement-soil mixing piles which are distributed in an inclined manner in a foundation pit soil layer on the inner side of the foundation pit fender pile before excavating a foundation pit; b, constructing a high-pressure rotary jet grouting pile section by adopting a high-pressure rotary jet grouting pile machine, and constructing at a set elevation of the cement mixing pile to form the high-pressure rotary jet grouting pile section; c, inserting obliquely distributed section 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 fender 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
Current foundation ditch braced system generally adopts horizontal support beam to support, and to large tracts of land foundation ditch, horizontal support beam's length is long, makes horizontal support beam's cost high on the one hand, and on the other hand, horizontal support beam spanes the foundation ditch, and needs set up a plurality of stands that are used for supporting horizontal support beam in horizontal support beam's below, and its occupation space is big, is unfavorable for digging soil and foundation ditch major structure operation.
In order to solve the defects of a foundation pit supporting system adopting a horizontal supporting beam for supporting, some foundation pits can adopt inclined supports at present, and the inclined supports can effectively solve the problems that the horizontal supports occupy large space and are not beneficial to earth excavation and foundation pit main structure operation; however, the existing diagonal bracing cannot be constructed before excavation of a foundation pit, and a foundation pit retaining pile and a capping beam need to be constructed firstly; then, basin-type excavation is adopted, namely, soil in the middle of the foundation pit is excavated, large-area back pressure soil is reserved at the edge of the foundation pit to resist the soil pressure, and then a large bottom plate in the foundation pit is poured; and then, after the large bottom plate in the foundation pit is poured, erecting the inclined supports, and then excavating the reserved soil on the side of the foundation pit below the inclined supports. Therefore, when the excavation operation of the foundation pit is carried out to a certain extent, the excavation operation needs to be stopped, the construction erection of the inclined strut is carried out again, and then the excavation operation is carried out again, the scheduling of various construction equipment and the arrangement of different operators need to be involved in the process, so that the construction period can be prolonged; the soil pressure born by the diagonal bracing is directly transmitted 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; and in the process of digging reserved soil at the edge of the foundation pit, the excavator and the earthwork vehicle inevitably need to roll from a large bottom plate of a constructed in-pit structure, so that the finished area is damaged. On the other hand, in the process of excavation of the foundation pit, attention is paid to the soil layer to be reserved on the side of the foundation pit, and once the soil layer to be reserved on the side of the foundation pit is excavated too much, the foundation pit fender post can be bent, cracked and even broken under the action of the pressure of the surrounding soil.
Disclosure of Invention
The invention aims to provide a high-bearing-force foundation pit inclined pile supporting structure and a construction method, wherein the construction of an inclined pile can be completed before foundation pit excavation, and the bearing capacity of the inclined pile is good, so that foundation pit excavation operation can be completed at one time under the condition of ensuring the stability of foundation pit support, the foundation pit excavation construction process steps are optimized, and the foundation pit excavation construction period is shortened.
The technical scheme of the invention is as follows:
a construction method of a high-bearing-capacity foundation pit inclined pile supporting structure applying an anchoring mode sequentially comprises the following steps of,
a, constructing a cement-soil mixing pile, namely completing construction of a foundation pit fender pile, constructing the cement-soil mixing pile which is distributed in an inclined manner in a foundation pit soil layer on the inner side of the foundation pit fender pile before excavating the foundation pit, wherein the lower end of the cement-soil mixing pile inclines towards the middle part of the foundation pit, and the lower end of the cement-soil mixing pile is positioned below the elevation of the bottom of the foundation pit;
b, constructing a high-pressure rotary jet grouting pile section by adopting a high-pressure rotary jet grouting pile machine, drilling a rotary jet grouting drill rod of the high-pressure rotary jet grouting pile machine into the cement mixing pile along the inclination direction of the cement mixing pile before the cement mixing pile is hardened, and constructing at a set elevation of the cement mixing pile to form the high-pressure rotary jet grouting pile section, wherein the high-pressure rotary jet grouting pile section is positioned below the height of the foundation pit bottom, and the outer diameter of the high-pressure rotary jet grouting pile section is larger than the outer diameter of the cement mixing pile;
c, before the cement-soil mixing pile and the high-pressure rotary spraying pile section are hardened, inserting section steel columns which are distributed in an inclined mode into the cement-soil mixing pile along the inclined direction of the cement-soil mixing pile, wherein the cement-soil mixing pile, the high-pressure rotary spraying pile section and the section steel columns jointly form an inclined pile;
and D, constructing a capping beam, namely pouring concrete along the upper end of the foundation pit enclosure pile to form the capping beam before excavation of the foundation pit, and pouring the top of the section steel column into the capping beam so as to enable the upper end of the foundation pit enclosure pile and the upper end of the inclined pile to be connected into a whole through the capping beam.
According to the construction method of the inclined pile, before the foundation pit is excavated, cement soil mixing piles which are distributed in an inclined mode are constructed in the foundation pit soil layer on the inner side of the foundation pit fender pile, then, a high-pressure rotary spraying pile section is constructed at the set elevation of the cement soil mixing piles, the high-pressure rotary spraying pile section is a cement reinforcing body formed by spraying cement paste into the soil layer, the overall hardness of the high-pressure rotary spraying pile section is higher than that of the cement soil mixing piles, the outer diameter of the high-pressure rotary spraying pile section is larger than that of the cement soil mixing piles, and the compression resistance bearing capacity of the inclined pile can be effectively improved; then, inserting a section steel column into the cement-soil mixing pile to form an inclined pile (the construction of the cement-soil mixing pile can be beneficial to the insertion of the section steel column on one hand, and on the other hand, the bonding force between the inclined pile and the surrounding soil layer can be effectively improved after the cement-soil mixing pile and the high-pressure rotary jet pile section are hardened, and the section steel column is anchored in the cement-soil mixing pile and the high-pressure rotary jet pile section and can effectively improve the compressive bearing capacity of the inclined pile); 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 anchored at the bottom of the foundation pit in an inclined manner so as to ensure the stable support of the foundation pit; therefore, the excavation operation of the foundation pit can be completed at one time under the condition of ensuring the stability of the foundation pit support, then the structural large 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 construction process steps of the excavation of the foundation pit can be optimized, and the construction period of the excavation of the foundation pit is accelerated; meanwhile, the problem that the finished area is damaged due to the fact that the excavator and the earth moving vehicle inevitably roll from a large base plate of a constructed foundation pit structure is solved.
Preferably, the section steel column is provided with one pressure dispersible tablet or a plurality of pressure dispersible tablets which are distributed along the length direction of the section steel column in sequence. The pressure dispersible tablets can effectively enhance the anchoring effect of the section steel column in the cement soil mixing pile and the high-pressure jet grouting pile section, and further improve the anchoring effect of the inclined pile.
Preferably, a reinforcing rib plate is arranged between the pressure dispersible tablet and the section steel column. Therefore, the strength of the pressure dispersible tablet can be improved, and the anchoring effect of the pressure dispersible tablet is further ensured.
Preferably, the section steel column is H-shaped steel, the pressure dispersible tablets are positioned between the two flange plates of the section steel column, and the pressure dispersible tablets are connected with the two flange plates and the web plate of the section steel column in a welding mode. Therefore, the connection strength of the pressure dispersible tablet can be further improved, so that the anchoring effect of the pressure dispersible tablet is ensured.
Preferably, the pressure dispersible tablets are distributed in the high-pressure rotary spraying pile section.
Preferably, the pressure dispersible tablet is positioned below the height of the bottom of the foundation pit. 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 section steel column passes through the high-pressure jet grouting pile section.
Preferably, the high-pressure rotary spraying pile sections in the step B are multiple sections, each high-pressure rotary spraying pile section is constructed from bottom to top in sequence, the specific construction steps of each high-pressure rotary spraying 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 mixing pile along the inclined direction of the cement mixing pile, and stops working after a nozzle at the bottom of the rotary spraying drill rod moves downwards to a set elevation;
secondly, lifting the rotary spraying drill rod upwards along the inclination direction of the cement mixing pile, simultaneously spraying grouting by a nozzle, starting to construct a high-pressure rotary spraying pile section, and stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation to form a section of high-pressure rotary spraying pile section at the set elevation of the cement mixing pile;
and thirdly, the rotary spraying drill rod continues to be lifted upwards along the inclination direction of the cement mixing pile, and after a nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, the second step is returned until the construction of each high-pressure rotary spraying pile section is completed.
Preferably, the section steel column is provided with a section steel column deviation prevention early warning device, the section steel column deviation prevention early warning device comprises a guide sleeve arranged on the section steel column, a floating early warning inserted bar sliding along the guide sleeve, a baffle plate and a limiting block arranged on the floating early warning inserted bar, and a pre-tightening compression spring sleeved on the floating early warning inserted bar, the baffle is positioned below the guide sleeve, one end of the pre-tightening compression spring is abutted against the baffle, the other end of the pre-tightening compression spring is abutted against the guide sleeve, the limiting block is positioned above the guide sleeve, and the limiting block is abutted against the guide sleeve under the action of the pre-tightening compression spring, the floating early warning inserted bar is parallel to the length direction of the section steel column, the upper end of the floating early warning inserted bar is close to the upper end of the section steel column, the lower end of the floating early warning inserted bar extends out of the lower part of the lower end of the section steel column, and a resistance piece is arranged on the floating early warning inserted bar and positioned below the lower end of the section steel column. Because the depth of the cement-soil mixing pile is deep, the insertion depth of the section steel column is also deep, and once the insertion angle of the section steel column is inconsistent with the inclination angle of the cement-soil mixing pile in the process of inserting the section steel column into the cement-soil mixing pile, a part or a large part of the section steel column is inserted into a soil layer, so that the section steel column is separated from the cement-soil mixing pile and cannot be well combined into a whole, and the supporting capability of the inclined pile is influenced. In order to solve the problem, the inventor arranges a section steel column deviation prevention early warning device on the section steel column, and particularly,
because the cement soil mixing pile is formed by mixing, the resistance of the section steel column inserted into the cement soil mixing pile before hardening is far less than the resistance inserted into the foundation pit soil layer; therefore, in the process of inserting the section steel column into the cement-soil mixing pile, if the insertion angle of the section steel column is consistent with the inclination angle of the cement-soil mixing pile, no displacement occurs between the floating early warning inserted link and the section steel column in the process, that is, if no displacement occurs between the floating early warning inserted link and the section steel column in the process of inserting the section steel column into the cement-soil mixing pile, the insertion angle of the section steel column is consistent with the inclination angle of the cement-soil mixing pile; if the insertion angle of the section steel column is inconsistent with the inclination angle of the cement soil mixing pile, the lower end of the floating early warning inserted rod is inserted into the soil layer of the foundation pit in the process, when the resistance element enters the foundation pit soil layer, the resistance force of the foundation pit soil layer on the resistance element overcomes the acting force of the pre-tightening compression spring, so that the floating early warning inserted rod moves upwards relative to the section steel column, namely in the process of inserting the section steel column into the cement soil mixing pile, if the floating early warning inserted rod moves upwards relative to the section steel column, the insertion angle of the section steel column is inconsistent with the inclination angle of the cement soil mixing pile, at this time, the section steel column can be pulled out, the section steel column is continuously inserted after the insertion angle of the section steel column is adjusted again until the section steel column is inserted into the cement soil mixing pile, the floating early warning inserted bar and the section steel column do not displace, so that the section steel column and the cement soil mixing pile are reliably combined into a whole.
A high bearing capacity foundation pit inclined pile supporting structure applying an anchoring mode comprises an inclined pile positioned on the inner side of a foundation pit retaining pile and a capping beam extending along the upper end of the foundation pit retaining pile, the inclined pile comprises a cement soil mixing pile arranged in a foundation pit soil layer on the inner side of the foundation pit fender pile, a high-pressure jet grouting pile section arranged at the high position of the cement soil mixing pile where the calibration is arranged, and a section steel column inserted in the cement soil mixing pile, the high-pressure rotary spraying pile section is positioned below the standard height of the foundation pit, the high-pressure rotary spraying pile section and the cement mixing pile are distributed in parallel or coaxially, and the external diameter of the high-pressure rotary jet pile section is larger than that of the cement-soil mixing pile, the upper end of the cement-soil mixing pile is close to the upper end of the foundation pit enclosure pile or is intersected with the upper end of the foundation pit enclosure pile, the lower end of the cement-soil mixing pile inclines towards the middle part of the foundation pit, and the top of the section steel column is embedded in the capping beam, so that the upper end of the foundation pit enclosure pile and the upper end of the inclined pile are connected into a whole through the capping beam. The inclined pile can complete construction before excavation of the foundation pit so as to ensure stable support of the foundation pit; therefore, the foundation pit excavation operation can be completed at one time under the condition that the foundation pit support is stable, then the structural large 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 on the side of the foundation pit to resist the soil pressure, the foundation pit excavation construction process steps are optimized, and the foundation pit excavation construction period is shortened.
The invention has the beneficial effects that: the construction of the oblique piles can be completed before the foundation pit is excavated, and the bearing capacity of the oblique piles is good, so that the foundation pit excavation operation can be completed at one time under the condition that the foundation pit support is stable, 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 diagram of a high-bearing-capacity foundation pit inclined pile supporting structure applying an anchoring mode in the invention before foundation pit excavation.
Figure 2 is a cross-sectional structural schematic of the section column of the present invention.
Fig. 3 is a schematic structural diagram of the high bearing capacity foundation pit inclined pile supporting structure applying the anchoring mode after the foundation pit is excavated to the bottom elevation of the foundation pit.
Fig. 4 is a partial structural schematic view of a section steel column and a section steel column deviation prevention warning device according to a second embodiment of the present invention.
In the figure:
a foundation pit fender post 1;
the method comprises the following steps of (1) forming an inclined pile 2, a cement soil mixing pile 2.1, a high-pressure jet grouting pile section 2.2, a section steel column 2.3, a pressure dispersion sheet 2.4 and a reinforcing rib plate 2.5;
a capping beam 3;
the early warning device is partially prevented to shaped steel post deviation, guide housing 4.1, unsteady early warning inserted bar 4.2, baffle 4.3, stopper 4.4, pretension compression spring 4.5, lower guide pin bushing 4.6, resistance 4.7, extension reinforcing bar 4.8, connect rope 4.9.
Detailed Description
The first embodiment is as follows: as shown in fig. 1, 2 and 3, a high bearing capacity foundation pit batter pile support structure applying an anchoring mode includes a batter pile 2 located inside a foundation pit fender pile 1 and a capping beam 3 extending along an upper end of the foundation pit fender pile. In this embodiment, the foundation pit fender pile is formed by a plurality of stirring piles which are connected in an engaged manner in sequence, the capping beam is formed by concrete pouring, and the capping beam connects the upper ends of the stirring piles forming the foundation pit fender pile into a whole.
The batter pile 2 comprises a cement soil mixing pile 2.1 arranged in a foundation pit soil layer on the inner side of the foundation pit fender post, a high-pressure jet grouting pile section 2.2 arranged at a high setting position of the cement soil mixing pile and a section steel column 2.3 inserted in the cement soil mixing pile. The cement-soil mixing piles are distributed in an inclined mode, the upper ends of the cement-soil mixing piles are close to the upper ends of the foundation pit retaining piles or are intersected with the upper ends of the foundation pit retaining piles, and the lower ends of the cement-soil mixing piles incline towards the middle of the foundation pit. The lower end of the cement soil mixing pile is positioned below the elevation of the bottom of the foundation pit. The high-pressure rotary spraying pile section is located below the elevation of the foundation pit bottom, the high-pressure rotary spraying pile section and the cement mixing pile are distributed in parallel or coaxially, and the outer diameter of the high-pressure rotary spraying pile section is larger than that of the cement mixing pile. The high-pressure rotary spraying pile section adopts cement slurry sprayed into a soil layer to form a cement reinforcing body. The inclination angle of the section steel column is consistent with that of the cement mixing pile. The section steel column passes through the high-pressure rotary jet grouting pile section. In this embodiment, the upper ends of the section bars are located above the ground. The top of the section steel column is embedded in the capping beam, so that the upper end of the foundation pit enclosure 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 excavation of the foundation pit, specifically, cement-soil mixing piles which are distributed obliquely are constructed in a foundation pit soil layer on the inner side of the foundation pit enclosure pile, then a high-pressure rotary jet pile machine is used for constructing a high-pressure rotary jet pile section at a set elevation of the cement-soil mixing pile, then a section steel column is inserted into the cement-soil mixing pile to form the inclined pile, and the upper end of the foundation pit enclosure pile and the upper end of the inclined pile are connected into a whole through a top pressing beam, so that construction of the inclined pile is completed before excavation of the foundation pit, and the top pressing beam, the upper end of the foundation pit enclosure pile and the upper end of the inclined pile are connected into a whole to ensure stable support of the foundation pit; therefore, the foundation pit excavation operation can be completed at one time under the condition that the foundation pit support is stable, then the structural large 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 on the side of the foundation pit to resist the soil pressure, the foundation pit excavation construction process steps are optimized, and the foundation pit excavation construction period is shortened.
Further, as shown in fig. 1, the high-pressure rotary spraying pile section 2.2 is a plurality of sections, and the high-pressure rotary spraying 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 rotary spraying pile section is two sections distributed up and down, wherein the lower section of the high-pressure rotary spraying pile section is located at the bottom of the cement mixing pile, and the two sections of the high-pressure rotary spraying pile section are both 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 cement mixing pile has an inclination angle of 40 to 75 degrees, for example, an inclination angle of 60 degrees. The inclination angle of the cement soil mixing pile refers to an included angle between the cement soil mixing pile and a horizontal plane.
Further, the section steel column is H-shaped steel, or a circular steel tube or a square steel tube, and in this embodiment, the section steel column is H-shaped steel.
Further, as shown in fig. 1, fig. 2, and fig. 3, a pressure dispersible tablet or a plurality of pressure dispersible tablets 2.4 sequentially distributed along the length direction of the section steel column is disposed on the section steel column. In this embodiment, the pressure dispersible tablets are perpendicular to the length direction of the section steel column. The pressure dispersible tablets can effectively enhance the anchoring effect of the section steel column in the cement soil mixing pile and the high-pressure jet grouting pile section, and further improve the anchoring effect of the inclined pile.
And a reinforcing rib plate 2.5 is arranged between the pressure dispersible tablet and the section steel column. Therefore, the strength of the pressure dispersible tablet can be improved, and the anchoring effect of the pressure dispersible tablet is further ensured.
The section steel column is H-shaped steel, the pressure dispersible tablets are positioned between the two flange plates of the section steel column, and the pressure dispersible tablets are connected with the two flange plates and the web plate of the section steel column in a welding mode. Therefore, the connection strength of the pressure dispersible tablet can be further improved, so that the anchoring effect of the pressure dispersible tablet is ensured.
Further, as shown in fig. 1, the pressure dispersible tablets are distributed in the high-pressure jet grouting pile section. The pressure dispersible tablet is positioned below the elevation of the bottom of the foundation pit. 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 method for constructing a high bearing capacity foundation pit inclined pile supporting structure by using an anchoring method sequentially includes the following steps,
a, constructing a cement-soil mixing pile, completing construction of a foundation pit fender pile, constructing cement-soil mixing piles 2.1 which are distributed in an inclined mode in a foundation pit soil layer on the inner side of the foundation pit fender pile 1 before excavating a foundation pit, enabling the upper end of the cement-soil mixing pile to be close to the upper end of the foundation pit fender pile or to be intersected with the upper end of the foundation pit fender pile, inclining the lower end of the cement-soil mixing pile towards the middle of the foundation pit, and enabling the lower end of the cement-soil mixing pile to be located below the height of the bottom of the foundation pit.
B, constructing a high-pressure rotary jet grouting pile section by adopting a high-pressure rotary jet grouting pile machine, drilling a rotary jet grouting drill rod of the high-pressure rotary jet grouting pile machine into the cement mixing pile along the inclination direction of the cement mixing pile before the cement mixing pile is hardened, constructing at a set elevation of the cement mixing pile to form a high-pressure rotary jet grouting pile section 2.2, wherein the high-pressure rotary jet grouting pile section is positioned below the elevation of the foundation pit bottom, and the outer diameter of the high-pressure rotary jet grouting pile section is larger than that of the cement mixing pile,
and C, inserting obliquely distributed section steel columns 2.3 into the cement-soil mixing pile along the oblique direction of the cement-soil mixing pile before the cement-soil mixing pile and the high-pressure jet grouting pile section are hardened. In this embodiment, the insertion angle of the section steel column is the same as the inclination angle of the soil cement mixing pile. The cement soil mixing pile, the high-pressure rotary spraying pile section and the section steel column form an inclined pile together.
And D, constructing a capping beam, namely pouring concrete along the upper end of the foundation pit enclosure pile to form the capping beam 3 before excavation of the foundation pit, and pouring the top of the section steel column in the capping beam so as to enable the upper end of the foundation pit enclosure pile and the upper end of the inclined pile to be connected into a whole through the capping beam.
In the construction method of the embodiment, cement-soil mixing piles which are distributed in an inclined manner are constructed in a foundation pit soil layer on the inner side of the foundation pit fender pile before excavation of the foundation pit, then, a high-pressure rotary spraying pile section is constructed at a set elevation of the cement-soil mixing pile, the high-pressure rotary spraying pile section is a cement reinforcing body formed by spraying cement slurry into the soil layer, the overall hardness of the high-pressure rotary spraying pile section is higher than that of the cement-soil mixing pile, the outer diameter of the high-pressure rotary spraying pile section is larger than that of the cement-soil mixing pile, and the compression resistance bearing capacity of the inclined pile can be effectively improved; then, inserting a section steel column into the cement-soil mixing pile to form an inclined pile (the construction of the cement-soil mixing pile can be beneficial to the insertion of the section steel column on one hand, and on the other hand, the bonding force between the inclined pile and the surrounding soil layer can be effectively improved after the cement-soil mixing pile and the high-pressure rotary jet pile section are hardened, and the section steel column is anchored in the cement-soil mixing pile and the high-pressure rotary jet pile section and can effectively improve the compressive bearing capacity of the inclined pile); 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 anchored at the bottom of the foundation pit in an inclined manner so as to ensure the stability of the foundation pit support; therefore, the excavation operation of the foundation pit can be completed at one time under the condition of ensuring the stability of the foundation pit support, then the structural large 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 construction process steps of the excavation of the foundation pit can be optimized, and the construction period of the excavation of the foundation pit is accelerated; meanwhile, the problem that the finished area is damaged due to the fact that the excavator and the earth moving vehicle inevitably need to roll from the constructed large base plate of the foundation pit structure is solved.
Specifically, the foundation pit fender pile is formed by a plurality of stirring piles which are connected in an occluded mode in sequence, and the upper ends of the stirring piles forming the foundation pit fender pile are connected into a whole through the compression head beam.
The inclination angle of the cement mixing pile is 40-75 degrees, for example, the inclination angle of the cement mixing pile is 60 degrees. The inclination angle of the cement soil mixing pile refers to an included angle between the cement soil mixing pile and a horizontal plane.
The section steel column is H-shaped steel, or a circular steel tube or a square steel tube, and in this embodiment, the section steel column is H-shaped steel.
Further, the high-pressure rotary spraying pile section in the step B is multiple sections, each high-pressure rotary spraying pile section is constructed from bottom to top in sequence, the high-pressure rotary spraying pile section in the embodiment is an upper section and a lower section, and the lower section high-pressure rotary spraying pile section is positioned at the bottom of the cement soil mixing pile. Of course, the high-pressure rotary jet grouting pile section can also be a section.
The concrete construction steps of each section of the 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 mixing pile along the inclined direction of the cement mixing pile, and stops moving downwards after a nozzle at the bottom of the rotary spraying drill rod moves downwards to the bottom of the cement mixing pile;
secondly, lifting the rotary spraying drill rod upwards along the inclination direction of the cement mixing pile, simultaneously spraying grouting by a nozzle, starting to construct a high-pressure rotary spraying pile section, and stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation to form a section of high-pressure rotary spraying pile section at the set elevation of the cement mixing pile;
and thirdly, the rotary spraying drill rod continues to be lifted upwards along the inclination direction of the cement mixing pile, and after a nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, the second step is returned until the construction of each high-pressure rotary spraying pile section is completed.
Further, as shown in fig. 1 and 2, one pressure dispersible tablet 2.4 or a plurality of pressure dispersible tablets sequentially distributed along the length direction of the section steel column is arranged on the section steel column. In this embodiment, the pressure dispersible tablets are perpendicular to the length direction of the section steel column. The pressure dispersible tablets can effectively enhance the anchoring effect of the section steel column in the cement soil mixing pile and the high-pressure jet grouting pile section, and further improve the anchoring effect of the inclined pile.
And a reinforcing rib plate 2.5 is arranged between the pressure dispersible tablet and the section steel column. Therefore, the strength of the pressure dispersible tablet can be improved, and the anchoring effect of the pressure dispersible tablet is further ensured.
The section steel column is H-shaped steel, the pressure dispersible tablets are positioned between the two flange plates of the section steel column, and the pressure dispersible tablets are connected with the two flange plates and the web plate of the section steel column in a welding mode. Therefore, the connection strength of the pressure dispersible tablet can be further improved, so that the anchoring effect of the pressure dispersible tablet is ensured.
Furthermore, the pressure dispersible tablets are distributed in the high-pressure rotary spraying pile section. The pressure dispersible tablet is positioned below the elevation of the bottom of the foundation pit. 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 section steel column deviation prevention early warning device 4 is arranged on the section steel column 2.3. The section steel column deviation prevention early warning device comprises a guide sleeve 4.1 arranged on the section steel column, a floating early warning inserted bar 4.2 sliding along the guide sleeve, a baffle 4.3 and a limiting block 4.4 arranged on the floating early warning inserted bar, and a pre-tightening compression spring 4.5 sleeved on the floating early warning inserted bar. The baffle is located the uide bushing below, and pretension compression spring one end is supported on the baffle, and the pretension compression spring other end supports on the uide bushing. The limiting block is positioned above the guide sleeve and abuts against the guide sleeve under the action of the pre-tightening compression spring. The floating early warning inserted bar is parallel to the section steel column. The upper end of the early warning inserted bar that floats is close to the shaped steel post upper end, and in this embodiment, the upper end of the early warning inserted bar that floats is located the below of shaped steel post upper end. The lower end of the floating early warning inserted bar extends out of the lower portion of the lower end of the section steel column. And a resistance part 4.7 is arranged on the floating early warning inserted bar and below the lower end of the section steel column. Because the depth of the cement-soil mixing pile is deep, the insertion depth of the section steel column is also deep, and once the insertion angle of the section steel column is inconsistent with the inclination angle of the cement-soil mixing pile in the process of inserting the section steel column into the cement-soil mixing pile, a part or a large part of the section steel column is inserted into a soil layer, so that the section steel column is separated from the cement-soil mixing pile and cannot be well combined into a whole, and the supporting capability of the inclined pile is influenced. In order to solve the problem, the inventor arranges a section steel column deviation prevention early warning device on the section steel column, and particularly,
because the cement soil mixing pile is formed by mixing, the resistance of the section steel column inserted into the cement soil mixing pile before hardening is far less than the resistance inserted into the foundation pit soil layer; therefore, in the process of inserting the section steel column into the cement-soil mixing pile, if the insertion angle of the section steel column is consistent with the inclination angle of the cement-soil mixing pile, no displacement occurs between the floating early warning inserted link and the section steel column in the process, that is, if no displacement occurs between the floating early warning inserted link and the section steel column in the process of inserting the section steel column into the cement-soil mixing pile, the insertion angle of the section steel column is consistent with the inclination angle of the cement-soil mixing pile; if the insertion angle of the section steel column is inconsistent with the inclination angle of the cement soil mixing pile, the lower end of the floating early warning inserted rod is inserted into the soil layer of the foundation pit in the process, when the resistance element enters the foundation pit soil layer, the resistance force of the foundation pit soil layer on the resistance element overcomes the acting force of the pre-tightening compression spring, so that the floating early warning inserted rod moves upwards relative to the section steel column, namely in the process of inserting the section steel column into the cement soil mixing pile, if the floating early warning inserted rod moves upwards relative to the section steel column, the insertion angle of the section steel column is inconsistent with the inclination angle of the cement soil mixing pile, at this time, the section steel column can be pulled out, the section steel column is continuously inserted after the insertion angle of the section steel column is adjusted again until the section steel column is inserted into the cement soil mixing pile, the floating early warning inserted bar and the section steel column do not displace, so that the section steel column and the cement soil mixing 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 to the section steel column by bolts. So, after the shaped steel post is accomplished to insert soil cement mixing pile as required, can be through dismantling the uide bushing that is close to the shaped steel post upper end, then extract uide bushing, the early warning inserted bar that floats and pretension compression spring by soil cement mixing pile, realize recycle.
As shown in fig. 4, the device for preventing deviation of the section steel column from warning further comprises a lower guide sleeve 4.6 arranged on the section steel column, and the lower guide sleeve is close to the lower end of the section steel column. The floating early warning inserted bar passes through the lower guide sleeve. The lower extreme of warning inserted bar floats is equipped with extension reinforcing bar 4.8, and the extension reinforcing bar is coaxial with the warning inserted bar that floats. The outer diameter of the extension steel bar is smaller than the outer diameter of the floating early warning inserted bar. The resistance piece is provided with an inserting hole, the extension steel bar is inserted in the inserting hole, and the resistance piece is abutted on the lower end face of the floating early warning inserting rod. In this embodiment, the frictional force between the extension reinforcing steel bar and the jack is greater than the gravity of the resistance member. The resistance element is a resistance plate or a resistance block. Therefore, after the section steel column completes insertion of the cement-soil mixing pile according to requirements, the guide sleeve, the floating early warning insertion rod and the pre-tightening compression spring can not be influenced and pulled out of the cement-soil mixing pile. In this embodiment, the resistance element is connected to the lower end of the section steel column by a connecting rope 4.9.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, alterations and equivalents of the above embodiments according to the technical spirit of the present invention are still within the protection scope of the technical solution of the present invention.
Claims (10)
1. A construction method of a high bearing capacity foundation pit inclined pile supporting structure applying an anchoring mode is characterized by sequentially comprising the following steps,
a, constructing a cement-soil mixing pile, namely completing construction of a foundation pit fender pile, constructing the cement-soil mixing pile which is distributed in an inclined manner in a foundation pit soil layer on the inner side of the foundation pit fender pile before excavating the foundation pit, wherein the lower end of the cement-soil mixing pile inclines towards the middle part of the foundation pit, and the lower end of the cement-soil mixing pile is positioned below the elevation of the bottom of the foundation pit;
b, constructing a high-pressure rotary jet grouting pile section by adopting a high-pressure rotary jet grouting pile machine, drilling a rotary jet grouting drill rod of the high-pressure rotary jet grouting pile machine into the cement mixing pile along the inclination direction of the cement mixing pile before the cement mixing pile is hardened, and constructing at a set elevation of the cement mixing pile to form the high-pressure rotary jet grouting pile section, wherein the high-pressure rotary jet grouting pile section is positioned below the height of the foundation pit bottom, and the outer diameter of the high-pressure rotary jet grouting pile section is larger than the outer diameter of the cement mixing pile;
c, before the cement-soil mixing pile and the high-pressure rotary spraying pile section are hardened, inserting section steel columns which are distributed in an inclined mode into the cement-soil mixing pile along the inclined direction of the cement-soil mixing pile, wherein the cement-soil mixing pile, the high-pressure rotary spraying pile section and the section steel columns jointly form an inclined pile;
and D, constructing a capping beam, namely pouring concrete along the upper end of the foundation pit enclosure pile to form the capping beam before excavation of the foundation pit, and pouring the top of the section steel column into the capping beam so as to enable the upper end of the foundation pit enclosure pile and the upper end of the inclined pile to be connected into a whole through the capping beam.
2. The method as claimed in claim 1, wherein a pressure-dispersing plate or a plurality of pressure-dispersing plates are sequentially disposed on the section steel column along a length direction of the section steel column.
3. The method for constructing a foundation pit inclined pile supporting structure with high bearing capacity by applying the anchoring mode as claimed in claim 2, wherein a reinforcing rib plate is arranged between the pressure dispersible tablet and the section steel column.
4. The method as claimed in claim 2 or 3, wherein the section steel column is H-shaped steel, the pressure-dispersing sheet is located between the flange plates of the section steel column, and the pressure-dispersing sheet is welded to the flange plates and the web plates of the section steel column.
5. The method for constructing a foundation pit inclined pile supporting structure by using an anchoring mode as claimed in claim 2 or 3, wherein the pressure dispersible tablets are distributed in the high-pressure jet grouting pile section.
6. The method for constructing a high-bearing-capacity foundation pit inclined pile supporting structure by using an anchoring mode as claimed in claim 2 or 3, wherein the pressure dispersible tablets are positioned below the standard height of the bottom of a foundation pit.
7. The method for constructing a high bearing capacity foundation pit inclined pile supporting structure by using an anchoring manner as claimed in claim 1, 2 or 3, wherein the section steel column passes through a high-pressure jet grouting pile section.
8. The method for constructing a foundation pit inclined pile supporting structure with high bearing capacity by applying the anchoring mode according to claim 1, 2 or 3, wherein the high-pressure rotary spraying pile sections in the step B are multiple sections, the high-pressure rotary spraying pile sections in the step B are constructed from bottom to top in sequence, the specific construction steps of the high-pressure rotary spraying piles 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 mixing pile along the inclined direction of the cement mixing pile, and stops working after a nozzle at the bottom of the rotary spraying drill rod moves downwards to a set elevation;
secondly, lifting the rotary spraying drill rod upwards along the inclination direction of the cement mixing pile, simultaneously spraying grouting by a nozzle, starting to construct a high-pressure rotary spraying pile section, and stopping spraying grouting by the nozzle after the nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation to form a section of high-pressure rotary spraying pile section at the set elevation of the cement mixing pile;
and thirdly, the rotary spraying drill rod continues to be lifted upwards along the inclination direction of the cement mixing pile, and after a nozzle at the bottom of the rotary spraying drill rod moves upwards to a set elevation, the second step is returned until the construction of each high-pressure rotary spraying pile section is completed.
9. The method as claimed in claim 1, 2 or 3, wherein the shaped steel column is provided with a shaped steel column deviation-preventing early warning device, the shaped steel column deviation-preventing early warning device comprises a guide sleeve arranged on the shaped steel column, a floating early warning inserted rod sliding along the guide sleeve, a baffle plate and a limiting block arranged on the floating early warning inserted rod, and a pre-tightening compression spring sleeved on the floating early warning inserted rod, the baffle plate is arranged below the guide sleeve, one end of the pre-tightening compression spring abuts against the baffle plate, the other end of the pre-tightening compression spring abuts against the guide sleeve, the limiting block is arranged above the guide sleeve, the limiting block abuts against the guide sleeve under the action of the pre-tightening compression spring, the floating early warning inserted rod is parallel to the length direction of the shaped steel column, the upper end of the floating early warning inserted rod is close to the upper end of the shaped steel column, and the lower end of the floating early warning inserted rod extends out to the lower end of the shaped steel column, and a resistance piece is arranged on the floating early warning inserted bar and below the lower end of the section steel column.
10. A high bearing capacity foundation pit inclined pile supporting structure applying an anchoring mode is characterized by comprising an inclined pile positioned on the inner side of a foundation pit retaining pile and a capping beam extending along the upper end of the foundation pit retaining pile, the inclined pile comprises a cement soil mixing pile arranged in a foundation pit soil layer on the inner side of the foundation pit fender pile, a high-pressure jet grouting pile section arranged at the high position of the cement soil mixing pile where the calibration is arranged, and a section steel column inserted in the cement soil mixing pile, the high-pressure rotary spraying pile section is positioned below the standard height of the foundation pit, the high-pressure rotary spraying pile section and the cement mixing pile are distributed in parallel or coaxially, and the external diameter of the high-pressure rotary jet pile section is larger than that of the cement-soil mixing pile, the upper end of the cement-soil mixing pile is close to the upper end of the foundation pit enclosure pile or is intersected with the upper end of the foundation pit enclosure pile, the lower end of the cement-soil mixing pile inclines towards the middle part of the foundation pit, and the top of the section steel column is embedded in the capping beam, so that the upper end of the foundation pit enclosure pile and the upper end of the inclined pile are connected into a whole through the capping beam.
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