CN112323729A - Pile foundation bearing platform river-facing deep foundation pit supporting system and construction method - Google Patents
Pile foundation bearing platform river-facing deep foundation pit supporting system and construction method Download PDFInfo
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- CN112323729A CN112323729A CN202011169813.5A CN202011169813A CN112323729A CN 112323729 A CN112323729 A CN 112323729A CN 202011169813 A CN202011169813 A CN 202011169813A CN 112323729 A CN112323729 A CN 112323729A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/027—Investigation of foundation soil in situ before construction work by investigating properties relating to fluids in the soil, e.g. pore-water pressure, permeability
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D2250/003—Injection of material
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Abstract
The invention provides a pile foundation cap river-facing deep foundation pit supporting system and a construction method, wherein the transverse moving direction of a sliding connecting frame is limited by a hanging beam, and the rolling and paving directions of a paving roller and an anti-seepage paving are controlled by combining a vertical rolling machine and a transverse rolling machine; monitoring the stability and water level of the soil outside the pit by adopting a combined monitoring pipe; a recovery grouting pipe and a retention grouting pipe are arranged in the soil body outside the pit, and grouting can be performed to form a grouting solidified body; the driving direction of the steel sheet pile is limited through the outer guide plate; in the process of inserting the steel sheet pile, pile side mud jacking body construction is synchronously carried out through the built-in mud jacking pipe; the position-adjusting jacking body can move up and down along the reinforcing support column, and can apply transverse jacking force to the steel sheet pile through the position-adjusting jacking body; the position of the back pressure bag is limited through the bag bottom supporting plate and the bag side supporting plate, and extrusion force can be applied to the back pressure bag through the bag filling liquid, so that the stability of a foundation pit supporting structure can be improved, the anti-permeability performance of a steel plate pile can be improved, and the difficulty in treating permeable diseases can be reduced.
Description
Technical Field
The invention relates to the field of waterside foundation pit engineering, in particular to a pile foundation cap riverside deep foundation pit supporting system and a construction method, which can improve the stability of a foundation pit supporting structure, improve the anti-permeability performance of a steel sheet pile and reduce the difficulty in treating permeable diseases.
Background
When the river-facing engineering is built, the stability of the water-facing side water retaining structure is often the key point and the difficulty of engineering control under the influence of external water level, and engineering diseases such as unstable landslide, seepage damage and the like often appear in the excavation process of the water-facing foundation pit.
The prior art has a foundation pit supporting system and a construction method thereof, wherein the supporting system comprises a top frame, the top frame is connected with a telescopic part, the telescopic part is arranged on the ground, the top frame is connected with a bottom frame, and a protective plate is arranged on the outer side of the bottom frame. The construction method comprises the following steps: leveling the field; installing a telescopic piece, a top frame and a bottom frame; excavating the earth, lowering the bottom frame, and protecting the plate for supporting; laying a lining structure and lifting the underframe; continuously lifting, and carrying out earth covering and backfilling; dismantling the support system; and backfilling and covering soil, and recovering the ground surface. Although the technology does not need to construct temporary structures such as fender piles, anchor cables and the like, the expansion pieces involved in the technology occupy larger space and are difficult to synchronously solve the problem of foundation pit seepage.
In view of this, in order to improve the construction quality and efficiency of the deep foundation pit supporting system, the invention of a pile foundation cap river-facing deep foundation pit supporting system and a construction method which can improve the overall stability of a foundation pit supporting structure, improve the anti-permeability performance of a steel sheet pile and improve the leakage treatment efficiency is urgently needed.
Disclosure of Invention
The invention aims to provide a pile foundation bearing platform river-side deep foundation pit supporting system and a construction method, which can reduce the disturbance of foundation pit construction on soil outside a pit and the construction difficulty, improve the supporting and retaining effect of a steel sheet pile and protect the construction environment.
In order to realize the technical purpose, the invention adopts the following technical scheme:
the construction method of the pile foundation cap river-facing deep foundation pit supporting system comprises the following construction steps:
1) construction preparation: determining a permeation path of soil outside a pit and a water level change rule of a near river channel, and preparing materials and devices required by construction;
2) and (3) seepage-proofing laying, rolling and laying of river levees: a beam positioning plate is arranged on the top surface of the soil body outside the pit, the vertical height of the suspension beam is limited through a beam connecting bolt, and a positioning plate weight is arranged on the upper surface of the beam positioning plate; the paving roller of the anti-seepage paving is connected with the vertical rolling machine through a paving inhaul cable, and the transverse position of the vertical rolling machine is controlled through a sliding connecting frame and a transverse rolling machine; arranging a paving support and pressing body at the top ends of the suspension cross beam and the anti-seepage paving, and enabling the paving rolling shaft to drive the anti-seepage paving to roll along the surface of the soil outside the pit under the action of the transverse rolling machine and the vertical rolling machine so as to carry out anti-seepage paving and rolling construction;
3) river bank stability and seepage monitoring: drilling a monitoring pipe layout hole from the top surface of the soil outside the pit to the soil outside the pit; wrapping outer-wrapping geotextile on the outer surface of the combined monitoring pipe, inserting the combined monitoring pipe and the outer-wrapping geotextile into the monitoring pipe laying hole, and arranging a gap filling body in a gap between the outer-wrapping geotextile and the monitoring pipe laying hole; connecting an inclinometer with an inclinometer connecting groove of the combined monitoring pipe to observe the horizontal displacement of the deep layer; the water pressure in the pipe is monitored by a water level meter;
4) the upper part of the foundation pit is supported and arranged: leading holes from the upper surface of the soil outside the pit to the soil outside the pit, synchronously inserting the recovery grouting pipe and the retention grouting pipe into the drilled holes, and enabling the boundary elevation of the recovery grouting pipe and the retention grouting pipe to be positioned at the same level of the excavation surface of the foundation pit; adopting external grouting equipment to enable the grout to be grouted to the outer side wall of the retained grouting pipe through the recovered grouting pipe to form a grouting solidified body; after the grouting solidified body forms strength, carrying out slope excavation on an upper soil body inside the foundation pit according to the shape requirement of the slope excavation on the upper part of the foundation pit;
5) inserting steel sheet piles at the lower part of the foundation pit, constructing piles, and pressing slurry in a lateral direction: after excavation of an upper soil body inside the foundation pit is completed, inserting a row of outer guide plates into two sides of an excavated bottom surface along an axis of a steel sheet pile, and firmly connecting the outer guide plates with a soil body outside the pit through guide plate anchor bars; adopting an external inserting plate device to carry out inserting construction of the steel sheet pile, and synchronously grouting soil outside the pit through a built-in grouting pipe when inserting the steel sheet pile to form pile side-pressure slurry;
6) and (3) enhancing the stability of the foundation pit: after the excavation of the foundation pit soil body on the inner side of the steel sheet pile is finished, reinforcing support columns are arranged inside the foundation pit at intervals along the circumferential direction; arranging a pile side supporting beam on the steel sheet pile facing the reinforcing supporting column, and controlling the height of a positioning jacking body through a jacking body positioning bolt on the upper part of a supporting column end cap; firstly, adjusting the lengths of the upper-layer inclined strut and the lower-layer inclined strut, providing lateral jacking force for the reinforcing support column, and then applying transverse jacking force to the pile lateral support beam and the steel sheet pile by the positioning jacking body;
7) blocking the back pressure bag at the local leakage position: for the part with local leakage, the bag bottom bracing plate is firmly connected through the bottom bracing plate anchor bar, the bag filling liquid is injected into the back pressure bag, and the lateral position of the back pressure bag is limited through the bag side bracing plate.
Compared with the prior art, the technical scheme has the following characteristics and beneficial effects:
(1) the invention can limit the transverse moving direction of the sliding connecting frame through the hanging beam, and controls the paving roller and the paving direction of the anti-seepage paving by combining the vertical rolling machine and the transverse rolling machine, thereby reducing the paving construction difficulty of the anti-seepage paving.
(2) The combined monitoring pipe can synchronously meet the requirements of soil stability and water level monitoring outside the pit, reduces the disturbance of monitoring construction on the soil outside the pit and the difficulty of site construction, and saves the monitoring cost.
(3) The recovery grouting pipe and the retention grouting pipe are arranged in the soil body outside the pit, and the grouting solidified body is formed through grouting, so that the consumption of engineering materials can be saved, and the stability of the soil body outside the foundation pit can be improved.
(4) The driving direction of the steel sheet pile is limited by the outer side guide plate, so that the steel sheet pile can be driven in a guiding manner; meanwhile, in the process of inserting the steel sheet pile, the pile side mud jacking body construction is synchronously carried out through the built-in mud jacking pipe, so that the inserting difficulty of the steel sheet pile can be reduced, and the retaining effect of the steel sheet pile can be improved.
(5) The position-adjusting jacking body can move up and down along the reinforcing support column, transverse jacking force can be applied to the steel sheet pile through the position-adjusting jacking body, and the reinforcing support column can be obliquely supported through the upper-layer inclined support and the lower-layer inclined support, so that the dynamic control on the stability of the steel sheet pile is realized.
(6) The invention can limit the position of the back pressure bag by the bag bottom supporting plate and the bag side supporting plate, and can apply extrusion force to the back pressure bag by the bag filling liquid, thereby improving the efficiency of leakage treatment.
Drawings
Fig. 1 is a construction flow chart of a pile foundation cap river-facing deep foundation pit supporting system according to an embodiment of the invention.
Fig. 2 is a schematic structural view of the river bank impermeable laying and roll-laying construction in fig. 1.
Fig. 3 is a schematic structural view of the connection of the sliding connection frame and the suspension cross beam in fig. 2.
FIG. 4 is a schematic diagram of the combined monitoring tube of FIG. 1 after deployment is complete.
Fig. 5 is a schematic structural view of a cross section of the combination monitoring tube of fig. 4.
Fig. 6 is a schematic view of the upper lateral support arrangement of the foundation pit of fig. 1.
Fig. 7 is a schematic view of the steel sheet pile guide insertion in fig. 1.
Fig. 8 is a schematic view of the connection structure of the steel sheet pile and the internally installed grout pipe in fig. 7.
Fig. 9 is a schematic view of an adjustable reinforcement construction structure inside the foundation pit in fig. 1.
FIG. 10 is a schematic view of the connection structure of the skidding support body and the steel sheet pile in FIG. 9;
figure 11 is a schematic view of the back pressure bladder closure construction of figure 1.
In the figure: 1-soil outside the pit; 2-beam positioning plate; 3-beam connecting bolt; 4-hanging the beam; 5, weighting the positioning plate; 6-transverse rolling and pulling machine; 7-impermeable paving; 8-paving a rolling shaft; 9-vertical rolling and pulling machine; 10-laying a guy cable; 11-a sliding connection frame; 12-paving a supporting and pressing body; 13-monitoring pipe layout holes; 14-a combination monitoring tube; 15-wrapping geotextile outside; 16-gap filler; 17-an inclinometer; 18-a deviational survey connecting groove; 19-a water level gauge; 20-recovering the grouting pipe; 21-indwelling grouting pipe; 22-grouting a solidified body; 23-steel sheet piles; 24-an outer guide plate; 25-guide plate anchor bars; 26-built-in mud jacking pipe; 27-pressing slurry at the side of the pile; 28-reinforcing support columns; 29-pile side bracing beam; 30-strut end caps; 31-a top pressure body positioning bolt; 32-positioning the jacking body; 33-upper diagonal bracing; 34-lower diagonal bracing; 35-bottom brace anchor bars; 36-bag bottom gusset plate; 37-back pressure of the capsular bag; 38-pouch filler fluid; 39-bag side support plate; 40-beam chute; 41-sliding transverse plates; 42-connecting the vertical rods; 43-transverse stay; 44-connecting hanging plates; 45-a sliding support outer side plate; 46-penetration slot; 47-pipe wall grouting holes; 48-guide plate transverse plate; 49-guide plate vertical plate; 50-slurry overflow hole; 51-a strut outer panel; 52-inner side plate of sliding support; 53-side plate connectors; 54-a support link; 55-inclined strut connecting falcon; 56-inclined strut rotating hinge; 57-diagonal bracing support plates; 58-sliding support side plate.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
It should be understood by those skilled in the art that, in the disclosure of the present invention, the terms "longitudinal direction", "transverse direction", "on-site hoisting construction technical requirement, profile steel rolling and welding construction technical requirement, bolt fastening construction technical requirement, mud jacking construction technical requirement, pocket sewing construction technical requirement, etc. are not repeated in this embodiment, and the embodiments of the method according to the present invention are described in detail.
Fig. 1 is a construction flow chart of a pile foundation cap river-facing deep foundation pit supporting system according to an embodiment of the present invention, and a construction method of the pile foundation cap river-facing deep foundation pit supporting system supports a pile foundation cap river-facing deep foundation pit, and includes the following construction steps:
1) construction preparation: determining a permeation path of the soil body (1) outside the pit and a water level change rule of a nearby river channel, and preparing materials and devices required by construction;
2) and (3) seepage-proofing laying, rolling and laying of river levees: the top surface of the soil body (1) outside the pit is provided with a beam positioning plate (2), a suspension beam (4) is fixedly limited above the beam positioning plate (2), a covering roller (8) of an anti-seepage covering (7) is connected with a vertical rolling and pulling machine (9), wherein the vertical rolling and pulling machine (9) is connected and arranged at one end of a sliding connecting frame (11), the other end of the sliding connecting frame (11) is connected with a transverse rolling and pulling machine (6) arranged on the suspension beam (4), and the sliding connecting frame (11) is arranged on the suspension beam (4) to slide transversely; a paving supporting and pressing body (12) is arranged at the top ends of the suspension cross beam (4) and the anti-seepage paving layer (7), and the paving rolling shafts (8) drive the anti-seepage paving layer (7) to roll along the surface of the soil body (1) outside the pit under the action of the transverse rolling machine (6) and the vertical rolling machine (9) so as to carry out the rolling and paving construction of the anti-seepage paving layer (7);
in the step 2), the hanging beam (4) is formed by rolling a steel plate, the cross section of the hanging beam is rectangular, a hole for the beam connecting bolt (3) to penetrate through and a cross-shaped beam sliding groove (40) for the sliding connecting frame (11) to transversely move are arranged on the hanging beam (4), and the end part of the hanging beam is provided with a transverse rolling machine (6). The vertical height of the suspension cross member (4) can be defined by the cross member connection bolt (3), and in particular, the cross member connection bolt (3) is fixed through a hole on the suspension cross member (4). In the embodiment of the scheme, the beam connecting bolt (3) is formed by rolling a screw rod and is vertically welded with the beam positioning plate (2), and fastening nuts are arranged on the upper surface and the lower surface which are connected with the suspension beam (4).
As shown in fig. 2, the sliding connecting frame (11) is clamped in the cross beam sliding groove (40) to slide, the sliding connecting frame (11) comprises a sliding transverse plate (41) and connecting upright rods (42) connected to the upper surface and the lower surface of the sliding transverse plate (41), the connecting upright rods (42) on the upper surface of the sliding transverse plate (41) are connected with the transverse rolling and pulling machine (6) through transverse pull cables (43), the connecting upright rods (42) on the lower surface of the sliding transverse plate (41) are vertically welded and connected with the connecting hanging plates (44), and the connecting hanging plates (44) are formed by rolling steel plates and are welded or connected with the vertical rolling and pulling machine (9) through bolts; the transverse guy cable (43) and the covering guy cable (10) both adopt steel wire ropes.
Specifically, the transverse position of the vertical rolling and pulling machine (9) is controlled through the sliding connecting frame (11) and the transverse rolling and pulling machine (6), the transverse rolling and pulling machine (6) transversely pulls the sliding connecting frame (11) at the position of the hanging beam (4), the transverse position of the vertical rolling and pulling machine (9) is adjusted, the vertical rolling and pulling machine (9) further drives the paving roller (8) to move, and finally the anti-seepage paving cover (7) is rolled and paved on the surface of the soil body (1) outside the pit.
In some embodiments, the upper surface of the beam positioning plate (2) is provided with a positioning plate weight (5), and a covering roller (8) of the anti-seepage covering (7) is connected with a vertical rolling machine (9) through a covering inhaul cable (10).
3) River bank stability and seepage monitoring: drilling a monitoring pipe layout hole (13) from the top surface of the soil mass (1) outside the pit to the soil mass (1) outside the pit; wrapping an outer-wrapping geotextile (15) on the outer surface of the combined monitoring pipe (14), inserting the combined monitoring pipe (14) and the outer-wrapping geotextile (15) into the monitoring pipe laying hole (13), and arranging a gap filling body (16) in a gap between the outer-wrapping geotextile (15) and the monitoring pipe laying hole (13); connecting an inclinometer (17) with an inclinometer connecting groove (18) on the inner side wall of the combined monitoring pipe (14) to observe the horizontal displacement of the deep layer; testing the water pressure inside the combined monitoring pipe (14) by a water level gauge (19) arranged on the inner surface of the combined monitoring pipe (14);
in the step 3), the combined monitoring pipe (14) is a PVC pipe, at least two pairs of mutually perpendicular inclinometer connecting grooves (18) are arranged on the inner side wall of the combined monitoring pipe (14), and two ends of the inclinometer (17) are inserted into the inclinometer connecting grooves (18) to realize connection. 2-5 rows of permeation slotted holes (46) which are communicated with the outer side wall are arranged on the inner side wall of the combined monitoring pipe (14), and the plane of each permeation slotted hole (46) is rectangular or elliptical. In some embodiments, the water level gauge (19) uses a water pressure sensor, and the gap filler (16) uses medium grit with uniform particle size.
4) The upper part of the foundation pit is supported and arranged: leading a hole from the upper surface of the soil body (1) outside the pit to the soil body (1) outside the pit, synchronously inserting a recovery grouting pipe (20) and an indwelling grouting pipe (21) into the drilled hole, wherein the recovery grouting pipe (20) is sleeved in the tail end of the indwelling grouting pipe (21), and the boundary elevation of the recovery grouting pipe (20) and the indwelling grouting pipe (21) is flush with the excavation surface of the foundation pit; grouting the slurry to the outer side wall of the remaining grouting pipe (21) through a recovery grouting pipe (20) by adopting external grouting equipment to form a grouting solidified body (22) in the hole; after the grouting solidified body (22) forms strength, carrying out slope excavation on an upper soil body inside the foundation pit according to the shape requirement of slope excavation on the upper part of the foundation pit;
in the step 4), the recovery grouting pipe (20) and the retention grouting pipe (21) are both formed by rolling steel pipes, the recovery grouting pipe (20) is connected with the retention grouting pipe (21) through threads, and pipe wall grouting holes (47) are formed in the pipe wall of the retention grouting pipe (21). Specifically, the caliber size of the indwelling grouting pipe (21) is not larger than that of the hole, the caliber size of the recovery grouting pipe (20) is not larger than that of the indwelling grouting pipe (21), and the recovery grouting pipe (20) is connected with and arranged at the tail end of the indwelling grouting pipe (21). When the remaining grouting pipe (21) is inserted into the hole, one end of the recovery grouting pipe (20) is arranged to protrude out of the upper surface of the soil body (1) outside the pit.
In the embodiment of the present invention, as shown in fig. 7, the upper soil inside the foundation pit has an inverted trapezoidal structure.
5) Inserting steel sheet piles at the lower part of the foundation pit, constructing piles, and pressing slurry in a lateral direction: after excavation of an upper soil body inside a foundation pit is completed, inserting a row of outer side guide plates (24) into two sides of an axis which is arranged on the bottom surface of the excavation along a steel sheet pile (23), inserting the steel sheet pile (23) by adopting an external inserting plate device, and synchronously grouting the soil body (1) outside the pit through a built-in grouting pipe (26) on the steel sheet pile (23) when inserting facilities into the steel sheet pile (23) to form pile side grouting body (27);
in the embodiment of the scheme, the outer guide plate (24) is firmly connected with the soil body (1) outside the pit through the guide plate anchor bar (25), and at the moment, the guide plate anchor bar (25) penetrates through the outer guide plate (24) and is inserted into the soil body (1) outside the pit. The steel sheet piles (23) are vertically inserted into soil bodies (1) outside the pit.
In the step 5), the outer side guide plates (24) are formed by rolling steel plates, the cross sections of the outer side guide plates are in a T shape and comprise guide plate transverse plates (48) and guide plate vertical plates (49) which are perpendicular to each other, the bottom ends of the guide plate vertical plates (49) are inserted into soil bodies (1) outside the pit, the guide plate transverse plates (48) are transversely paved on the bottom surface of the excavation, and the guide plate vertical plates (49) of the outer side guide plates (24) on the two sides form holes for steel plate piles (23). The guide plate transverse plate (48) is vertically welded with the guide plate vertical plate (49), and the guide plate transverse plate (48) is provided with a hole for connecting the guide plate anchor bars (25).
The steel sheet pile (23) adopts a U-shaped steel sheet pile, 1-2 built-in grouting pipes (26) are arranged in a groove in the inner side of the steel sheet pile (23) along the length direction of the steel sheet pile (23), the built-in grouting pipes (26) are formed by rolling steel pipes, a slurry overflow hole (50) is formed in the side wall of each built-in grouting pipe (26), and each built-in grouting pipe (26) is welded with the steel sheet pile (23).
6) And (3) enhancing the stability of the foundation pit: after the excavation of the foundation pit soil body at the inner side of the steel sheet pile (23) is finished, reinforcing support columns (28) are arranged inside the foundation pit at intervals along the circumferential direction, pile side bracing beams (29) are arranged on the side of the steel sheet pile (23) facing the reinforcing bracing column (28), a sliding bracing side plate (58) is sleeved on the periphery of the reinforcing bracing column (28), wherein one end of the sliding support side plate (58) is abutted against the pile side support beam (29) through a positioning jacking body (32), the other end is connected with the upper-layer inclined support (33) and the lower-layer inclined support (34), the height of a positioning jacking body (32) is controlled by a jacking body positioning bolt (31) which is sleeved at the upper part of a supporting column end cap (30) at the head part of a reinforcing supporting column (28), the lengths of an upper-layer inclined strut (33) and a lower-layer inclined strut (34) are firstly adjusted, providing lateral jacking force for the reinforcing support columns (28), and applying transverse jacking force to the pile lateral support beams (29) and the steel sheet piles (23) through the positioning jacking bodies (32);
in the step 6), the sliding support side plate (58) comprises a sliding support outer side plate (51), a sliding support inner side plate (52) and a side plate connecting body (53), the sliding support outer side plate (51) and the sliding support inner side plate (52) are symmetrically arranged on two sides of the side plate connecting body (53), the sliding support outer side plate (51) and the sliding support inner side plate (52) are respectively arranged on two sides of the reinforcing support column (28), and the top surface of the side plate connecting body (53) is vertically welded and connected with the support body connecting rod (54). The reinforcing support column (28) is formed by rolling a steel plate, and a channel for sliding the side plate connecting body (53) is arranged in the reinforcing support column.
The supporting column end cap (30) is sleeved on the top side of the reinforcing supporting column (28), the supporting column end cap (30) is formed by rolling a steel plate, and the cross section of the supporting column end cap is U-shaped; the top pressure body positioning bolt (31) is arranged at the upper part of the support column end cap (30), and the support body connecting rod (54) is formed by screw rod rolling and is connected with the top pressure body positioning bolt (31) through threads.
The inclined strut that upper strata bracing (33) and lower floor bracing (34) are constituteed is connected in the slope of the outside of sliding strut outer panel (51), lower floor bracing (34) are fixed and are put in the excavation bottom surface on bracing extension board (57), and wherein upper strata bracing (33) and lower floor bracing (34) all adopt the steel pipe to roll and form, are connected through bracing connection falcon (55) in upper strata bracing (33) and lower floor bracing (34) department of meeting, set up bracing rotation hinge (56) between upper strata bracing (33) and sliding strut outer panel (51), between lower floor bracing (34) and bracing extension board (57) respectively, bracing rotation hinge (56) adopt the ball pivot.
In some embodiments, the side plate connector (53) is formed by rolling a steel plate, has a cross-section, and is welded to the outer side plate (51) and the inner side plate (52) of the sliding support.
7) Blocking the back pressure bag at the local leakage position: for the part with local leakage, the bag bottom support plate (36) is firmly connected on the excavated bottom surface, the bag filling liquid (38) is injected into the back pressure bag (37), the lateral position of the back pressure bag (37) is limited by the bag side support plate (39), and the bag side support plate (39) is arranged on the bag bottom support plate (36).
In the step 7), the bag bottom supporting plate (36) is firmly connected through the bottom supporting plate anchor bars (35), the bag bottom supporting plate (36) is formed by rolling a steel plate, holes for the bottom supporting plate anchor bars (35) to penetrate through are formed in the bag bottom supporting plate (36), and the upper surface of the bag bottom supporting plate is vertically welded and connected with the bag side supporting plate (39); the back pressure bag (37) is sewn into a closed cube by adopting a rubber sheet or a geomembrane; tap water or slurry is adopted as the bag filling liquid (38).
According to a second aspect of the invention, a temporary deep foundation pit supporting system for an upper pile foundation cap is provided, which is constructed according to a construction method of the temporary deep foundation pit supporting system for the upper pile foundation cap.
Referring to fig. 2 to 11, the scheme provides a pile foundation cap river-facing deep foundation pit supporting system, which is characterized in that: the transverse moving direction of the sliding connecting frame (11) is limited by the hanging beam (4), and the rolling and paving directions of the paving roller (8) and the anti-seepage paving layer (7) are controlled by combining the vertical rolling and drawing machine (9) and the transverse rolling and drawing machine (6); a combined monitoring pipe (14) is adopted to monitor the stability and the water level of the soil body (1) outside the pit; a recovery grouting pipe (20) and a retention grouting pipe (21) are arranged in the soil body (1) outside the pit, and grouting is performed to form a grouting solidified body (22); the driving direction of the steel sheet pile (23) is limited by the outer guide plate (24); in the process of inserting the steel sheet pile (23), construction of pile side pressure slurry (27) is synchronously performed through a built-in pressure slurry pipe (26); the position-adjusting jacking body (32) can move up and down along the reinforcing support column (28), and can apply transverse jacking force to the steel sheet pile (23) through the position-adjusting jacking body (32); the position of the counter-pressure pocket (37) is defined by the pocket base support plate (36) and the pocket side support plate (39), and a pressing force can be applied to the counter-pressure pocket (37) by the pocket filling liquid (38).
The soil body (1) outside the pit is cohesive soil in a plastic state.
The suspension cross beam (4) is formed by rolling a steel plate with the thickness of 2mm, the cross section of the suspension cross beam is rectangular, the width of the suspension cross beam is 20cm, and the height of the suspension cross beam is 10 cm; the hanging beam (4) is provided with a hole for the beam connecting bolt (3) to penetrate through, a cross beam chute (40) for the sliding connecting frame (11) to transversely move, and the end part is provided with a transverse rolling machine (6); the cross section of the beam chute (40) is in an inverted T shape, and the width is 18 cm; and the working voltage of the transverse rolling and pulling machine (6) is 220V.
The beam connecting bolt (3) is formed by rolling a high-strength screw rod with the diameter of 60mm and is vertically welded with the beam positioning plate (2), and fastening nuts are arranged on the upper surface and the lower surface which are connected with the suspension beam (4); the beam positioning plate (2) is formed by rolling a steel plate with the thickness of 10 mm.
The sliding connecting frame (11) comprises a sliding transverse plate (41) and a connecting vertical rod (42), the connecting vertical rod (42) on the upper surface of the sliding transverse plate (41) is connected with the transverse rolling and pulling machine (6) through a transverse inhaul cable (43), and the connecting vertical rod (42) on the lower surface of the sliding transverse plate (41) is vertically connected with the connecting hanging plate (44) in a welding mode. The sliding transverse plate (41) is formed by rolling a steel plate with the thickness of 10mm, and the connecting vertical rod (42) is made of a steel pipe with the diameter of 60 mm.
The connecting hanging plate (44) is formed by rolling a steel plate with the thickness of 10mm and is welded with the vertical rolling and pulling machine (9); and the working voltage of the vertical winding and pulling machine (9) is 220V.
The positioning plate weight (5) adopts a concrete precast block.
The anti-seepage cover (7) adopts an anti-seepage geomembrane.
The covering roller (8) adopts a bearing with the diameter of 10 mm.
The covering guy cable (10) and the transverse guy cable (43) both adopt steel wire ropes with the diameter of 20 mm.
The paving and supporting body (12) adopts a hydraulic jack.
The plane of the monitoring pipe layout hole (13) is circular, and the diameter of the monitoring pipe layout hole is 110 mm.
The combined monitoring pipe (14) adopts a PVC pipe with the diameter of 100mm and the wall thickness of 6 mm; two pairs of mutually vertical inclination measuring connecting grooves (18) are arranged on the inner side wall of the combined monitoring pipe (14), and the width and the depth of each inclination measuring connecting groove (18) are respectively 2mm and 3 mm; 3 rows of permeation slotted holes (46) which are communicated with the outer side wall are arranged on the inner side wall of the combined monitoring pipe (14), the plane of each permeation slotted hole (46) is oval, and the long side is 3cm long and the short side is 1cm long.
The outer geotextile (15) is sewn by adopting a geomembrane.
The gap filler (16) adopts medium coarse sand with uniform grain diameter.
The inclinometer (17) adopts a portable horizontal inclinometer.
The water level gauge (19) adopts a water pressure sensor.
The recovery grouting pipe (20) and the retention grouting pipe (21) are both formed by rolling steel pipes with the diameter of 60mm, and the recovery grouting pipe (20) is connected with the retention grouting pipe (21) through threads; a pipe wall grouting hole (47) is formed in the pipe wall of the indwelling grouting pipe (21); the plane of the pipe wall grouting hole (47) is circular or oval.
The grouting solidified body (22) is solidified by common silicate cement paste, and the thickness of the grouting solidified body (22) is 50 cm.
The steel sheet pile (23) adopts a U-shaped steel sheet pile (23), and 2 built-in mud jacking pipes (26) are arranged in a groove on the inner side of the steel sheet pile (23) along the length direction of the steel sheet pile (23); the built-in grouting pipe (26) is formed by rolling a steel pipe with the diameter of 60mm, and a grout overflow hole (50) is formed in the side wall and is welded and connected with the steel sheet pile (23). The diameter of the slurry overflow hole (50) is 30 mm.
The outer side guide plate (24) is formed by rolling a steel plate with the thickness of 10mm, the cross section of the outer side guide plate is in a T shape, the outer side guide plate comprises a guide plate transverse plate (48) and a guide plate vertical plate (49) which are perpendicular to each other, and the bottom end of the guide plate vertical plate (49) is inserted into the soil body (1) outside the pit by 50 cm; the width of the guide plate transverse plate (48) is 30cm, the guide plate transverse plate is vertically welded with the guide plate vertical plate (49), and holes for connecting the guide plate anchor bars (25) are formed in the guide plate transverse plate (48). The guide plate anchor bars (25) adopt full-bonding anchor rods, and the diameter of each anchor rod is 25 mm.
The pile side pressure slurry (27) adopts ordinary portland cement.
The reinforcing support column (28) is formed by rolling a steel plate with the thickness of 10mm, the width of the reinforcing support column is 20cm, and a channel for the side plate connecting body (53) to slide is arranged on the reinforcing support column (28).
The pile side supporting beam (29) is rolled by a steel plate with the thickness of 10mm, and the width of the pile side supporting beam is 30 cm.
The brace end cap (30) is formed by rolling a steel plate with the thickness of 10mm, and the cross section of the brace end cap is U-shaped.
The position-adjusting jacking body (32) adopts a hydraulic jack.
The upper-layer inclined strut (33) and the lower-layer inclined strut (34) are respectively formed by rolling steel pipes with the diameter of 100mm and the diameter of 110mm, and the connecting part of the upper-layer inclined strut (33) and the lower-layer inclined strut (34) is connected through an inclined strut connecting tenon (55); inclined strut rotating hinges (56) are respectively arranged between the upper-layer inclined strut (33) and the sliding strut outer side plate (51) and between the lower-layer inclined strut (34) and the inclined strut support plate (57). Wherein the inclined strut connecting falcon (55) is formed by rolling a bolt with the diameter of 30 mm; the inclined strut rotating hinge (56) adopts a spherical hinge with the diameter of 100 mm; the inclined strut support plate (57) is formed by rolling a steel plate with the thickness of 10 mm.
The bag bottom supporting plate (36) is formed by rolling a steel plate with the thickness of 2mm, holes for the bottom supporting plate anchor bars (35) to penetrate through are formed in the bag bottom supporting plate (36), and the upper surface of the bag bottom supporting plate is vertically welded and connected with the bag side supporting plate (39); the bottom supporting plate anchor bars (35) are steel pipes with the diameter of 100 mm; the bag side supporting plate (39) is formed by rolling a steel plate with the thickness of 10 mm.
The counter-pressure bladder (37) is sewn into a closed cube using a 3mm thick sheet of rubber.
Tap water is used as the bag filling liquid (38).
The sliding support side plate (58) comprises a sliding support outer side plate (51), a sliding support inner side plate (52) and a side plate connecting body (53); the sliding support outer side plate (51) and the sliding support inner side plate (52) are symmetrically arranged on two sides of the side plate connecting body (53) and are rolled by steel plates with the thickness of 10 mm; the top surface of the side plate connecting body (53) is vertically welded and connected with the support body connecting rod (54).
The side plate connector (53) is formed by rolling a steel plate with the thickness of 10mm, has a cross-shaped cross section and is welded with the sliding support outer side plate (51) and the sliding support inner side plate (52).
The support body connecting rod (54) is formed by rolling a screw rod with the diameter of 60mm and is connected with the top pressure body positioning bolt (31) through threads; the top pressure body positioning bolt (31) adopts a nut matched with the support body connecting rod (54).
The present invention is not limited to the above-mentioned preferred embodiments, and any other products in various forms can be obtained by anyone in the light of the present invention, but any changes in the shape or structure thereof, which have the same or similar technical solutions as those of the present application, fall within the protection scope of the present invention.
Claims (10)
1. A construction method of a pile foundation pile cap river-facing deep foundation pit supporting system is used for supporting a pile foundation pile cap river-facing deep foundation pit, and is characterized by comprising the following steps:
1) construction preparation: determining a permeation path of the soil body (1) outside the pit and a water level change rule of a nearby river channel, and preparing materials and devices required by construction;
2) and (3) seepage-proofing laying, rolling and laying of river levees: the top surface of the soil body (1) outside the pit is provided with a beam positioning plate (2), a suspension beam (4) is fixedly limited above the beam positioning plate (2), a covering roller (8) of an anti-seepage covering (7) is connected with a vertical rolling and pulling machine (9), wherein the vertical rolling and pulling machine (9) is connected and arranged at one end of a sliding connecting frame (11), the other end of the sliding connecting frame (11) is connected with a transverse rolling and pulling machine (6) arranged on the suspension beam (4), and the sliding connecting frame (11) is arranged on the suspension beam (4) to slide transversely; a paving supporting and pressing body (12) is arranged at the top ends of the suspension cross beam (4) and the anti-seepage paving layer (7), and the paving rolling shafts (8) drive the anti-seepage paving layer (7) to roll along the surface of the soil body (1) outside the pit under the action of the transverse rolling machine (6) and the vertical rolling machine (9) so as to carry out the rolling and paving construction of the anti-seepage paving layer (7);
3) drilling a monitoring pipe layout hole (13) from the top surface of the soil mass (1) outside the pit to the soil mass (1) outside the pit; wrapping an outer-wrapping geotextile (15) on the outer surface of the combined monitoring pipe (14), inserting the combined monitoring pipe (14) and the outer-wrapping geotextile (15) into the monitoring pipe laying hole (13), and arranging a gap filling body (16) in a gap between the outer-wrapping geotextile (15) and the monitoring pipe laying hole (13); connecting an inclinometer (17) with an inclinometer connecting groove (18) on the inner side wall of the combined monitoring pipe (14) to observe the horizontal displacement of the deep layer; testing the water pressure inside the combined monitoring pipe (14) by a water level gauge (19) arranged on the inner surface of the combined monitoring pipe (14);
4) the upper part of the foundation pit is supported and arranged: leading a hole from the upper surface of the soil body (1) outside the pit to the soil body (1) outside the pit, synchronously inserting a recovery grouting pipe (20) and an indwelling grouting pipe (21) into the drilled hole, wherein the recovery grouting pipe (20) is sleeved in the tail end of the indwelling grouting pipe (21), and the boundary elevation of the recovery grouting pipe (20) and the indwelling grouting pipe (21) is flush with the excavation surface of the foundation pit; grouting the slurry to the outer side wall of the remaining grouting pipe (21) through a recovery grouting pipe (20) by adopting external grouting equipment to form a grouting solidified body (22) in the hole; after the grouting solidified body (22) forms strength, carrying out slope excavation on an upper soil body inside the foundation pit according to the shape requirement of slope excavation on the upper part of the foundation pit;
5) inserting steel sheet piles at the lower part of the foundation pit, constructing piles, and pressing slurry in a lateral direction: after excavation of an upper soil body inside a foundation pit is completed, inserting a row of outer side guide plates (24) into two sides of an axis which is arranged on the bottom surface of the excavation along a steel sheet pile (23), inserting the steel sheet pile (23) by adopting an external inserting plate device, and synchronously grouting the soil body (1) outside the pit through a built-in grouting pipe (26) on the steel sheet pile (23) when inserting facilities into the steel sheet pile (23) to form pile side grouting body (27);
6) and (3) enhancing the stability of the foundation pit: after the excavation of the foundation pit soil body at the inner side of the steel sheet pile (23) is finished, reinforcing support columns (28) are arranged inside the foundation pit at intervals along the circumferential direction, pile side bracing beams (29) are arranged on the side of the steel sheet pile (23) facing the reinforcing bracing column (28), a sliding bracing side plate (58) is sleeved on the periphery of the reinforcing bracing column (28), wherein one end of the sliding support side plate (58) is abutted against the pile side support beam (29) through a positioning jacking body (32), the other end is connected with the upper-layer inclined support (33) and the lower-layer inclined support (34), the height of a positioning jacking body (32) is controlled by a jacking body positioning bolt (31) which is sleeved at the upper part of a supporting column end cap (30) at the head part of a reinforcing supporting column (28), the lengths of an upper-layer inclined strut (33) and a lower-layer inclined strut (34) are firstly adjusted, providing lateral jacking force for the reinforcing support columns (28), and applying transverse jacking force to the pile lateral support beams (29) and the steel sheet piles (23) through the positioning jacking bodies (32);
7) blocking the back pressure bag at the local leakage position: for the part with local leakage, the bag bottom support plate (36) is firmly connected on the excavated bottom surface, the bag filling liquid (38) is injected into the back pressure bag (37), the lateral position of the back pressure bag (37) is limited by the bag side support plate (39), and the bag side support plate (39) is arranged on the bag bottom support plate (36).
2. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in the step 2), the vertical height of the suspension cross beam (4) is limited through the cross beam connecting bolt (3), the sliding connecting frame (11) is clamped in the cross beam sliding groove (40) of the sliding connecting frame (11) to slide, the sliding connecting frame (11) comprises a sliding transverse plate (41) and connecting vertical rods (42) connected to the upper surface and the lower surface of the sliding transverse plate (41), the connecting vertical rods (42) on the upper surface of the sliding transverse plate (41) are connected with the transverse rolling machine (6) through transverse pull cables (43), the connecting vertical rods (42) on the lower surface of the sliding transverse plate (41) are vertically connected with the connecting hanging plate (44), and the connecting hanging plate (44) is connected with the vertical rolling machine (9).
3. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in the step 3), at least two pairs of mutually perpendicular inclination measuring connecting grooves (18) are formed in the inner side wall of the combined monitoring pipe (14), and 2-5 rows of penetration slot holes (46) penetrating through the outer side wall are formed in the inner side wall of the combined monitoring pipe (14).
4. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein the recovery grouting pipe (20) is connected with the retention grouting pipe (21) through threads, and pipe wall grouting holes (47) are formed in the pipe wall of the retention grouting pipe (21).
5. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in the step 5), the outer side guide plate (24) comprises a guide plate transverse plate (48) and a guide plate vertical plate (49) which are perpendicular to each other, the bottom end of the guide plate vertical plate (49) is inserted into the soil body (1) outside the pit, the inner side groove of the steel sheet pile (23) is internally provided with the built-in grouting pipe (26) along the length direction of the steel sheet pile (23), and the side wall of the built-in grouting pipe (26) is provided with the grout overflow hole (50).
6. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in the step 6), the sliding support side plate (58) comprises a sliding support outer side plate (51), a sliding support inner side plate (52) and a side plate connector (53), the sliding support outer side plate (51) and the sliding support inner side plate (52) are symmetrically arranged on two sides of the side plate connector (53), the sliding support outer side plate (51) and the sliding support inner side plate (52) are respectively arranged on two sides of the reinforcing support column (28), and the top surface of the side plate connector (53) is vertically connected with the support body connecting rod (54).
7. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 6, wherein in the step 6), the supporting column end cap (30) is sleeved on the top side of the reinforcing supporting column (28), the top pressure body positioning bolt (31) is arranged on the upper portion of the supporting column end cap (30), and the support body connecting rod (54) is in threaded connection with the top pressure body positioning bolt (31).
8. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in the step 6), the lower inclined strut (34) is fixed on the inclined strut support plate (57) and placed on the excavation bottom surface, the joint of the upper inclined strut (33) and the lower inclined strut (34) is connected through an inclined strut connecting tenon (55), and inclined strut rotating hinges (56) are respectively arranged between the upper inclined strut (33) and the sliding strut outer plate (51) and between the lower inclined strut (34) and the inclined strut support plate (57).
9. The construction method of the pile foundation cap river-facing deep foundation pit supporting system according to claim 1, wherein in step 7), the bag bottom supporting plate (36) is firmly connected through the bottom supporting plate anchor bars (35), and the upper surface of the bag bottom supporting plate (36) is vertically connected with the bag side supporting plate (39).
10. A pile foundation cap river-facing deep foundation pit supporting system, characterized in that, the pile foundation cap river-facing deep foundation pit supporting system is obtained by construction according to the construction method of the pile foundation cap river-facing deep foundation pit supporting system of any one of claims 1 to 9.
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