CN113338297B - Fabricated foundation pit supporting structure system for coastal soft soil subway - Google Patents
Fabricated foundation pit supporting structure system for coastal soft soil subway Download PDFInfo
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- CN113338297B CN113338297B CN202110626249.3A CN202110626249A CN113338297B CN 113338297 B CN113338297 B CN 113338297B CN 202110626249 A CN202110626249 A CN 202110626249A CN 113338297 B CN113338297 B CN 113338297B
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- 230000008093 supporting effect Effects 0.000 title claims abstract description 47
- 239000002689 soil Substances 0.000 title claims abstract description 41
- 239000004567 concrete Substances 0.000 claims abstract description 56
- 239000000178 monomer Substances 0.000 claims abstract description 43
- 239000002002 slurry Substances 0.000 claims abstract description 30
- 210000001503 joint Anatomy 0.000 claims abstract description 28
- 239000004568 cement Substances 0.000 claims abstract description 20
- 238000009966 trimming Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 131
- 239000010959 steel Substances 0.000 claims description 131
- 230000007704 transition Effects 0.000 claims description 22
- 238000000034 method Methods 0.000 claims description 13
- 239000011440 grout Substances 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000005192 partition Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 5
- 239000004519 grease Substances 0.000 claims description 3
- 239000002985 plastic film Substances 0.000 claims description 3
- 229920006255 plastic film Polymers 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 25
- 230000000149 penetrating effect Effects 0.000 abstract description 4
- 238000009434 installation Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 3
- 238000011156 evaluation Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000009191 jumping Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 239000002360 explosive Substances 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
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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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
- E02D5/105—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete of prestressed concrete
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/10—Prefabricated parts, e.g. composite sheet piles made of concrete or reinforced concrete
- E02D5/12—Locking forms; Edge joints; Pile crossings; Branch pieces
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Abstract
The invention discloses an assembled foundation pit supporting structure system for a coastal soft soil subway, which comprises a circle of diaphragm walls at the edge, wherein each diaphragm wall section comprises an upper wall monomer and a lower wall monomer, and the two wall monomers are concrete prefabricated parts; the bottom surface of the upper wall single body is provided with a circle of upper half edge plates, and the bottom surface of the upper wall single body is also provided with an upper ear plate; the top surface of the lower wall single body is provided with a circle of lower half edge plate, and the top surface of the lower wall single body is also provided with a lower ear plate; the upper half edge plate is placed on the lower half edge plate to form a circle of edge trimming plate; the upper wall single body and the lower wall single body are connected through a bolt penetrating through the upper ear holes, the lower ear holes and the round pin holes in the same group; the bottom surface of the upper wall monomer, the top surface of the lower wall monomer and the circle of the whole edge plate form a butt joint cavity, and high-strength cement slurry is injected into the butt joint cavity through the grouting hole and overflows from the slurry outlet hole. The supporting structure system can effectively shorten the construction period.
Description
Technical Field
The invention relates to the technical field of foundation pit construction of urban rail transit in civil engineering, in particular to an assembled foundation pit supporting structure system for coastal soft soil subways.
Background
When a building or a structure with an oversized underground space, such as a subway vehicle section or a subway station, is constructed, a large foundation pit needs to be excavated, a supporting structure system needs to be constructed, particularly when the building or the structure is constructed in a coastal soft soil area, soil mass is easy to collapse due to soil texture, and an inner support needs to be installed as soon as possible after the foundation pit is excavated so as to restrain the transverse deformation amplitude of a diaphragm wall at the edge of the foundation pit. Therefore, the unsupported exposure time is used as an important evaluation basis for foundation pit construction deformation control for the coastal soft soil subway in the industry.
The construction steps of the foundation pit and the supporting structure system are as follows.
Firstly, constructing a circle of underground continuous wall along the jumping width or the same width of the edge of a foundation pit, wherein each underground continuous wall section is constructed in a cast-in-place mode, specifically, firstly, excavating a narrow and deep channel of a single underground continuous wall section, adopting slurry to protect the wall, then putting down a reinforcement cage of the underground continuous wall section, and then pouring concrete of the underground continuous wall section; and constructing the next diaphragm wall section in the same way along the width or in a jumping width manner until all the diaphragm wall sections are connected end to form a complete circle of diaphragm wall supported at the edge of the foundation pit.
After a circle of diaphragm wall construction at the edge of the foundation pit is carried out, a circle of capping beam pouring construction is started, then a cast-in-place top concrete support, namely an earth surface concrete inner support is formed, so that the top concrete support and the circle of capping beam are connected into a support whole, and after the concrete strength reaches the design requirement in about 28 days, the foundation pit is excavated section by section along the length direction; when each length section of the foundation pit is dug to a certain height, the inner support steel pipe located at the corresponding height of the length section needs to be lowered and installed. Specifically, with the excavation of a foundation pit, after the inner surfaces of the diaphragm walls at two sides, namely supporting surfaces, are excavated, the mounting position of each supporting surface is firstly measured, then the concrete at the mounting positions of the left supporting surface and the right supporting surface is excavated, steel screws are implanted, and then the left end plate and the right end plate are screwed on the left supporting surface and the right supporting surface through the steel screws; and then hoisting the corresponding inner support steel pipe into the corresponding height of the length section corresponding to the foundation pit, fixing one end of the inner support steel pipe with the end plate at one side, fixing a jack on the end plate at the other side, fixing the loading part of the jack with the other end of the inner support steel pipe, and driving the jack to apply axial prestress to the inner support steel pipe, thereby completing the installation and fixation of the inner support steel pipe at the length section and the height. Each length section of the foundation pit needs to be installed from top to bottom and tightly abut against a plurality of vertical inner support steel pipes, so that the actual construction process is that a length section is constructed firstly, and an inner support steel pipe is installed and tightly abutted against each section of height of excavation from top to bottom until the vertical inner support steel pipes in the length section tightly abut against each other; and then, excavating and constructing the next length section by the same process, supporting a vertical inner support steel pipe in the next length section, and repeating the steps until the construction of all the length sections of the whole foundation pit is finished and all the inner support steel pipes of a plurality of vertical columns are installed and abutted.
The construction method of the prior art has the following disadvantages. Firstly, the subsequent construction can be carried out only after the strength of the concrete supported by the ground connecting wall, the capping beam and the top concrete reaches the design requirement, generally 28 days are needed, so the construction period is longer; more importantly, the unsupported exposure time serving as an important evaluation basis for foundation pit construction deformation control for coastal soft soil subways is generally long, and particularly, by taking the installation of a single inner support steel pipe as an example, the prepositive work, namely the operations of position determination, concrete chiseling, bar planting, end plate screwing and the like, probably takes 1 hour; subsequent operations of hanging the inner support steel pipe, fixing one end of the inner support steel pipe with one end head plate, fixing the jack with the other end head plate, fixing a loading part of the jack with the other end of the inner support steel pipe, tensioning and applying axial prestress generally require 1.5 hours, so that the unsupported exposure time is long; the transverse deformation amplitude of the underground diaphragm wall at the edge of the foundation pit is not restrained sufficiently; moreover, the fixing of one inner support steel pipe takes at least 2.5 hours, the whole foundation pit is provided with a plurality of rows, and a plurality of inner support steel pipes are required to be installed in each row, so that the construction period is further slowed down due to the fact that a large number of working hours are required for installing all the inner support steel pipes in the accumulated manner; in addition, the processes of measuring the position, chiseling concrete, planting bars, screwing an end plate, hoisting the inner support steel pipe, fixing the inner support steel pipe and installing and tensioning the jack are high in labor intensity, time and labor are wasted, labor cost is high, manual operation precision is limited, the accuracy of the installation position of each inner support steel pipe is difficult to guarantee, and the tensioning supporting strength of each inner support steel pipe cannot meet design requirements.
Disclosure of Invention
The invention aims to solve the technical problem of providing an assembled foundation pit supporting structure system for the coastal soft soil subway, which can effectively shorten the construction period.
The technical scheme of the invention is that an assembled foundation pit supporting structure system for coastal soft soil subways is provided, which comprises a circle of diaphragm walls at the edge, wherein the circle of diaphragm walls is formed by connecting a plurality of diaphragm wall sections end to end, and each length section of the foundation pit is correspondingly provided with a vertical row of a plurality of inner support steel pipes with different heights; each underground diaphragm wall section comprises an upper wall monomer and a lower wall monomer, and the two wall monomers are concrete prefabricated parts;
the bottom surface of the upper wall single body is provided with a circle of upper half edge plate, the upper half edge plate is provided with an upper half pin hole and an upper half through hole, and the bottom surface of the upper wall single body is also provided with an upper lug plate with an upper lug hole; the top surface of the lower wall single body is provided with a circle of lower half edge plate, the lower half edge plate is provided with a lower half pin hole and a lower half through hole, and the top surface of the lower wall single body is also provided with a lower lug plate with a lower lug hole; the circle of upper half edge plate is placed on the circle of lower half edge plate to form a circle of edge trimming plate, the upper half pin holes and the corresponding lower half pin holes form round pin holes, and the upper half through holes and the corresponding lower half through holes form round through holes; the upper ear holes, the lower ear holes and the round pin holes which are positioned on the same straight line form a group, and the upper wall single body and the lower wall single body are connected through bolts penetrating through the upper ear holes, the lower ear holes and the round pin holes of the same group; the circular through hole of the whole edge plate on one side forms a grouting hole, and the circular through hole of the whole edge plate on the other side forms a grout outlet hole; the bottom surface of the upper wall monomer, the top surface of the lower wall monomer and a circle of whole edge plate form a butt joint cavity, and high-strength cement slurry is injected into the butt joint cavity through the grouting hole and overflows from the slurry outlet hole;
lower wall monomer middle section link up there is one row of screens hole, and the downthehole anchor of every screens has the internal thread sleeve pipe, and every internal thread sleeve pipe closes soon has the external screw thread vaulting pole, and the external screw thread vaulting pole both ends protrusion is the monomer internal and external surface of wall down, and thereby external screw thread vaulting pole both ends close soon has two rubber sleeve that are used for shelving the wall monomer card under on ground even the notch of the channel of wall section in the correspondence.
Compared with the prior art, the fabricated foundation pit supporting structure system for the coastal soft soil subway has the following advantages.
The circle of diaphragm wall of the supporting structure system is constructed one by one, and the construction process of each diaphragm wall section is analyzed firstly. Firstly, excavating a channel of the diaphragm wall section by using an excavator, and synchronously protecting the wall by using slurry; then, the lower part of the lower wall single body of the width of the underground diaphragm wall section is hoisted into the channel by a crane, the external thread stay bar in the middle of the lower wall single body is clamped in the notch of the channel, and the rubber sleeves at two ends of the external thread stay bar are placed on the ground near the notch; then, the upper wall single body is lifted, aligned and placed on the lower wall single body, and an upper half edge plate of the upper wall single body and a lower half edge plate of the lower wall single body form a circle of whole edge plates, the upper half pin hole and the lower half pin hole form a circular pin hole, and the upper half through hole and the lower half through hole form a circular through hole; then, a worker holds the bolt to enable the bolt to sequentially penetrate through the round pin hole on one side, the upper lug hole, the lower lug hole and the round pin hole on the other side, then high-strength cement slurry is injected from the grouting hole on one side of the circle of the whole edge plate and overflows from the grout outlet hole on the other side, and therefore the butt joint cavity between the upper wall single body and the lower wall single body is filled with the high-strength cement slurry; therefore, the butt joint fixing process of the two prefabricated components, namely the upper wall single body and the lower wall single body, is completed; and hoisting the two wall single bodies upwards by a crane in a small range, screwing the external thread stay bar blocking the notch out of the blocking hole of the lower wall single body, and finally putting the firmly butted upper wall single body and the lower wall single body down to the bottom of the channel of the underground diaphragm wall section.
The analysis shows that firstly, the upper wall monomer and the lower wall monomer are both concrete prefabricated components and only need to be transported to the site and then assembled, so that the time for waiting for dry and hard of the component main body in a cast-in-place mode is saved, compared with the prior art that the time for waiting for more than 28 days is needed for meeting the strength requirement, the construction period of the method is obviously shortened; moreover, the on-site splicing construction of the upper wall monomer and the lower wall monomer is convenient and quick to operate, and the upper wall monomer and the lower wall monomer are clamped by the external thread support rods, the upper wall monomer is hoisted and placed, then the bolt is inserted, the upper lug plate and the lower lug plate are pinned, and then high-strength cement slurry is poured; moreover, the butt joint is firm, the upper and lower lug plates are respectively in lap joint anchoring with the steel reinforcement cages of the upper and lower wall monomers, the upper lug plate and the lower lug plate are in pin joint through the bolt, and the butt joint cavity is filled with high-strength cement paste, so that essentially, the upper and lower lug plates and the bolt form the effect similar to lap joint steel bars, and after being anchored by the high-strength cement paste, a reinforced concrete connecting part is formed, and the connecting strength and firmness of the upper wall monomer and the lower wall monomer are ensured.
Preferably, a plurality of first grouting holes are longitudinally penetrated through the middle section of the upper wall single body, first grouting pipes which are in one-to-one correspondence with the first grouting holes are longitudinally penetrated through the middle section of the lower wall single body, and each first grouting hole is communicated with the corresponding first grouting pipe to form a first grouting channel; therefore, after the firmly-butted upper wall monomer and lower wall monomer are placed to the bottom of the channel of the ground connection wall section, cement paste with common strength is injected through the first grouting channel, the cement paste can be turned upwards from the bottom along the inner surface and the outer surface of the ground connection wall section, so that a gap between the outer surface of the ground connection wall section and an outer side soil body is filled, the side friction resistance of the outer edge ground connection wall and the soil body is further enhanced, and the anti-settling capacity of the outer edge ground connection wall and the soil body is remarkably improved.
Preferably, the underground diaphragm wall section comprises a common underground diaphragm wall section, an I-shaped steel joint is anchored at the head end of the common underground diaphragm wall section and is lapped with a reinforcement cage inside the underground diaphragm wall section, a raised line matched with the I-shaped steel joint is arranged at the tail end of the common underground diaphragm wall section, and a second grouting channel is arranged at the tail end of the common underground diaphragm wall section; a rectangular partition plate is arranged at the bottom end of each convex strip, and a rear end plate and two side plates of each rectangular partition plate are provided with slurry leaking holes; the connecting structure of the two common underground continuous wall sections comprises that the raised strip at the tail end of the previous common underground continuous wall section is clamped into the I-shaped steel joint at the head end of the next common underground continuous wall section, and the butt joint of the two common underground continuous wall sections is filled with high-strength slurry injected from the second grouting channel at the tail end of the previous common underground continuous wall section. Therefore, firstly, the operation of the overlapping construction of two adjacent common underground diaphragm wall sections is convenient and quick, and the sand grip at the tail end of the front section is clamped into the I-shaped steel joint at the head end of the rear section and then is grouted by the second grouting channel at the tail end of the front section; moreover, due to the rectangular partition plate and the three slurry leaking holes at the bottom end of the second grouting channel, high-strength slurry can be ensured to be orderly diffused, is clearly guided, and accurately permeates into the joint of the front section of raised line and the rear section of I-shaped steel joint, so that the two adjacent common ground wall connecting sections are ensured to be firmly and reliably lapped; moreover, the construction speed is high, only the cement paste dry and hard strength at the joint position needs to meet the design requirement, generally only about 3 days, and compared with 28 days of the prior art, the construction period is obviously shortened.
Preferably, the ground connection wall section further comprises a corner ground connection wall section, the corner ground connection wall section comprises a stand column and a concrete wall body, the two ends of the concrete wall body are respectively provided with a convex strip, and each convex strip is penetrated by a second grouting channel; the upright column comprises a concrete column with an L-shaped cross section and two I-shaped steel joints, the two I-shaped steel joints are respectively anchored on the x-direction side surface and the y-direction side surface of the concrete column, and the two I-shaped steel joints are respectively lapped with a reinforcement cage in the concrete column; the connecting structure of the corner ground connecting wall section and the front and rear common ground connecting wall sections is characterized in that a convex strip at the tail end of the front common ground connecting wall section is clamped into an I-shaped steel joint at the head end of an upright post of the corner ground connecting wall section, and the butt joint of the front common ground connecting wall and the upright post is filled with high-strength slurry injected from a second grouting channel at the tail end of the front common ground connecting wall; a raised line at the head end of the concrete wall is clamped in the I-shaped steel joint at the tail end of the upright column, and the joint of the upright column and the concrete wall is filled with high-strength slurry injected from a second grouting channel at the head end of the concrete wall; the convex strip at the tail end of the concrete wall body is clamped into the I-shaped steel joint at the head end of the next common ground connecting wall section, and the joint of the concrete wall body and the next common ground connecting wall section is filled with high-strength grout injected from a second grouting channel at the tail end of the concrete wall body. Therefore, firstly, the construction operation of the three underground wall connecting sections at the corner positions is convenient and quick, and high-strength grout is injected from the second grouting channel of the raised line after the raised line of each underground wall connecting section is clamped into the I-steel joint of the corresponding wall section; the process has the advantages of short construction period, high speed and firm and reliable connection.
Preferably, a plurality of screw holes are reserved on the inner surface of the underground diaphragm wall sections positioned on the two sides of the inner support steel pipe, the inner surface of each underground diaphragm wall section is connected with a plurality of sections of vertical rails through the screw holes in a threaded manner, a turntable and an inclined rail are arranged between every two adjacent sections of vertical rails, the inclined rail is connected with the inner surface of the underground diaphragm wall section through the screw holes in a threaded manner, and the tail end of the inclined rail is provided with an arc-shaped shelf; the turntable is provided with a transition track for butting the vertical track or the inclined track, and a baffle is detachably fixed in the transition track; the turntable is rotatably arranged in a pit on the inner surface of the underground diaphragm wall section, two inner positioning holes for locking the transition track in the vertical direction or the oblique direction are arranged in the pit, an outer positioning hole is arranged on the turntable, and the turntable is positioned by a positioning pin which penetrates through the outer positioning hole and is inserted into the inner positioning hole; each section of track consists of two symmetrical channel steels, and the notches of the two channel steels are opposite to each other; the end part of the inner support steel pipe is provided with a guide sleeve with an outward opening, a square head is sleeved in the guide sleeve in a sliding manner, a square through hole is formed in the guide sleeve in a penetrating manner, the square head is provided with a plurality of square blind holes, and the guide sleeve and the square head are positioned by a square pin inserted into one square blind hole through the square through hole; an end socket is fixed outside the square head, and a jack is arranged between the end socket and the inner support steel pipe; a hoop is arranged outside the end head, and an axial pulley is rotatably arranged in the hoop; the side ring surface of the end is provided with an axial sliding chute, a pulley in the hoop is accommodated in the axial sliding chute corresponding to the end, and a stop pin which tightly supports the pulley at the end part of the axial sliding chute is detachably connected in the sliding chute; the hoop is rotatably provided with a circumferential roller wheel, and the roller wheel is in sliding fit in a notch of the track channel steel.
The specific process of installing the inner support steel pipe with the above structure is as follows.
After the circle of diaphragm walls at the edge of the foundation pit are continuous end to end, the foundation pit is dug section by section along the length direction; when each length section of the foundation pit is dug to a certain height, the inner support steel pipe located at the corresponding height of the length section is placed and installed. More specifically, along with the excavation of the foundation pit, after the inner surfaces of the underground diaphragm wall sections at two sides, namely the supporting surfaces, are excavated, each screw hole is leaked, each section of vertical track and inclined track of the length section are screwed into the corresponding screw hole of the supporting surface, and the turntable is rotatably arranged in a pit on the inner surface of the underground diaphragm wall section through a rotating shaft; at the moment, the positioning pin is inserted into the first inner positioning hole of the pit, so that the transition track of the turntable is kept vertical, namely the transition track is communicated with the upper vertical track and the lower vertical track.
Then hoisting the inner support steel pipe by using a crane, inserting a square pin of the inner support steel pipe into the square blind hole through the square through hole at the moment, locking the square head and the guide sleeve, and installing a stop pin in each axial sliding chute so as to tightly support an axial pulley at the end part of the sliding chute, namely locking the hoop in an axial motion manner; then, the rollers of the two hoops at the two ends of the inner support steel pipe are sleeved in the notches of the vertical tracks of the support surfaces at the two sides;
the inner support steel pipe is continuously lowered by the crane, in the whole lowering process, the rollers on the two hoops at the two ends of the inner support steel pipe are in sliding fit in the notches of the vertical rails of the left and right side walls, and the inner support steel pipe is locked by the square pin and the stop pin, so that the length of the inner support steel pipe cannot be changed, and the inner support steel pipe is ensured to be stably guided by the rails at the two sides and smoothly fall; when the two ends of the rail fall to the transition rail of the turntable from the vertical rail, the two ends of the rail are blocked by the baffle in the transition rail and do not fall any more;
at the moment, a worker manually rotates the turntable to enable the transition track to be communicated with the inclined track on one side of the turntable, then the worker inserts the positioning pin into a second inner positioning hole of the pit to enable the turntable to keep the turning angle, the transition track is ensured to be in butt joint with the inclined track, then the worker removes the baffle in the transition track, and the inner support steel pipe continues to be placed downwards until the two ends of the inner support steel pipe fall onto the arc-shaped shelf at the tail end of the inclined track; at the moment, the inner support steel pipe is accurately guided to accurately reach the appointed installation position of the wall surface;
and removing the square pins at the two ends of the inner support steel pipe, unlocking the end along the axial displacement of the inner support steel pipe, removing the stop pin in the axial sliding groove, enabling the end and the hoop to axially move, driving the jack between the end and the inner support steel pipe, loading axial prestress on the end, and enabling the end to be tightly abutted against the wall surfaces at the two sides, thereby completing the loading process of the inner support steel pipe.
According to the analysis, the structure obviously shortens the unsupported exposure time which is an important evaluation standard for foundation pit construction deformation control for the coastal soft soil subway; specifically, each screw hole of the supporting surface of the underground diaphragm wall section is reserved, so that on site, only each rail needs to be quickly screwed and fixed, a turntable is installed, then the inner support steel pipe can be hoisted downwards along each rail, when the inner support steel pipe reaches a transition rail, the inner support steel pipe can be quickly poured into a branch inclined rail only by manually rotating the turntable, the inner support steel pipe can be quickly and stably placed at the end of the inclined rail finally, and then a jack carried by the inner support steel pipe is driven, so that the axial prestress automatic loading of the inner support steel pipe can be completed, the process is quick and convenient to operate, time and labor are saved, and the hoisting and loading of the single inner support steel pipe can be completed only within 1.5 hours in actual construction; therefore, the unsupported exposure time is obviously shortened, and sufficient constraint is provided for the transverse displacement deformation amplitude of the diaphragm wall sections on the two sides; moreover, in the hoisting and loading process, the operation precision is high, the accuracy of the mounting position of the inner support steel pipe can be ensured, and the size of the loading prestress, namely the supporting effect, also meets the design requirement.
Preferably, the reserved screw holes and the clamping holes on the inner surface of the underground diaphragm wall section are both provided with an outer cover, a soft plug for blocking the screw holes or the clamping holes is arranged in the outer cover, the soft plug is coated with a grease film, and a layer of plastic film is further adhered to the inner surface of the underground diaphragm wall section to cover the screw holes or the clamping holes. Therefore, the screw holes and the clamping holes are protected firstly, the water seepage of the holes is prevented, and the internal reinforcing steel bars of the wall body are effectively protected.
Drawings
Fig. 1 is a schematic structural diagram of the fabricated foundation pit supporting structure system for coastal soft soil subways during excavating a channel of a first diaphragm wall section.
Fig. 2 is a schematic structural view of the fabricated foundation pit supporting structure system for coastal soft soil subways, which is used for splicing an upper wall monomer and a lower wall monomer of a first diaphragm wall section.
Fig. 3 is a schematic structural diagram of the fabricated foundation pit supporting structure system for the coastal soft soil subway, which is used for splicing the upper wall monomer and the lower wall monomer of the third diaphragm wall section.
Fig. 4 is a schematic structural diagram of the fabricated foundation pit supporting structure system for the coastal soft soil subway in the construction of the corner diaphragm wall section.
Fig. 5 is a schematic structural diagram of the assembled foundation pit supporting structure system for coastal soft soil subways, in which the underground diaphragm wall sections are connected end to form an integral underground diaphragm wall.
Fig. 6 is a schematic structural diagram of the fabricated foundation pit supporting structure system for the coastal soft soil subway, which is used for mounting the steel pipes in the first length section and the highest layer.
Fig. 7 is a schematic structural diagram of the fabricated foundation pit supporting structure system for the coastal soft soil subway, which is disclosed by the invention, when the installation of each inner support steel pipe is finished.
Fig. 8 is a schematic structural view of the fabricated foundation pit supporting structure system for the coastal soft soil subway of the present invention after the installation of each diagonal support is completed.
Fig. 9 is an exploded view of a single diaphragm wall section of the fabricated foundation pit supporting structure system for coastal soft soil subways according to the present invention.
Fig. 10 is a schematic view of the structure of fig. 9 after being deflected by a certain angle.
Fig. 11 is a schematic structural view of a single diaphragm wall section of the fabricated foundation pit supporting structure system for the coastal soft soil subway of the present invention.
Fig. 12 is a schematic view of an explosive structure of a column of the fabricated foundation pit supporting structure system for the coastal soft soil subway of the present invention.
Fig. 13 is a schematic structural view of a column of the fabricated foundation pit supporting structure system for the coastal soft soil subway of the present invention.
Fig. 14 is a schematic structural view of a corner diaphragm wall section of the fabricated foundation pit supporting structure system for the coastal soft soil subway.
Fig. 15 is a schematic structural view of the connection of the corner diaphragm wall section and the common diaphragm wall section of the fabricated foundation pit supporting structure system for the coastal soft soil subway of the invention.
Fig. 16 is a schematic view of a partial structure of an inner support steel pipe of the fabricated foundation pit supporting structure system for the coastal soft soil subway.
Fig. 17 is a schematic view of a local explosion structure of an inner support steel pipe of the fabricated foundation pit supporting structure system for the coastal soft soil subway.
Fig. 18 is a schematic structural view of each track near the turntable of the fabricated foundation pit supporting structure system for coastal soft soil subways according to the present invention.
Fig. 19 is a schematic view of the transition track of fig. 18 after it has been deflected and docked with the ramp track.
Fig. 20 is a schematic view of the structure of fig. 18 with the turntable removed.
Fig. 21 is an enlarged schematic view of a portion a in fig. 9.
Fig. 22 is an enlarged schematic structural view of a portion B in fig. 10.
Fig. 23 is an enlarged schematic view of a portion C in fig. 10.
Shown in the figure 1, an inner support steel pipe, 2, an upper wall monomer, 3, a lower wall monomer, 4, an upper edge plate, 5, an upper half pin hole, 6, an upper half through hole, 7, an upper lug plate, 8, a lower edge plate, 9, a lower half pin hole, 10, a lower half through hole, 11, a lower lug plate, 12, a bolt, 13, a clamping hole, 14, an external thread strut, 15, a channel, 16, a rubber sleeve, 17, a first grouting hole, 18, a first grouting pipe, 19, an I-steel joint, 19.1, an upper I-steel, 19.2, a lower I-steel, 20, a convex strip, 21, a rectangular partition plate, 22, a leakage hole, 23, a welding rod, 24, a second grouting hole, 25, a second grouting pipe, 26, a concrete wall body, 27, a concrete column, 27.1, an upper column, 27.2, a lower column, 28, a vertical rail, 29, a rotary table, 30, an inclined rail, 31, an arc-shaped shelf, 32, a transition rail, 33, a baffle plate, 35, a concave pit, a concave, a convex, a concave, the concrete support structure comprises inner positioning holes, 36 outer positioning holes, 37 positioning pins, 38 guide sleeves, 39 square heads, 40 square through holes, 41 square blind holes, 42 square pins, 43 end heads, 44 jacks, 45 hoop rings, 46 pulleys, 47 sliding grooves, 48 stop pins, 49 rollers, 50 top concrete supports, 51 oblique supports.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
As shown in fig. 1 to 23, the fabricated foundation pit supporting structure system for coastal soft soil subways comprises a circle of diaphragm wall positioned at the edge of a foundation pit, wherein the circle of diaphragm wall is formed by connecting a plurality of diaphragm wall sections end to end.
Each diaphragm wall section comprises an upper wall monomer 2 and a lower wall monomer 3, and the two wall monomers are concrete prefabricated members.
The upper wall unit 2 and the lower wall unit 3 of each diaphragm wall section are connected as follows. The bottom surface of the upper wall single body 2 is provided with a circle of upper half edge plate 4, the upper half edge plate 4 is provided with an upper half pin hole 5 and an upper half through hole 6, and the bottom surface of the upper wall single body 2 is also provided with an upper lug plate 7 with an upper lug hole; the top surface of the lower wall single body 3 is provided with a circle of lower half edge plate 8, the lower half edge plate 8 is provided with a lower half pin hole 9 and a lower half through hole 10, and the top surface of the lower wall single body 3 is also provided with a lower ear plate 11 with lower ear holes. The upper half edge plate 4 of the circle is placed on the lower half edge plate 8 of the circle to form a circle of whole edge plates, the upper half pin holes 5 and the corresponding lower half pin holes 9 form round pin holes, and the upper half through holes 6 and the corresponding lower half through holes 10 form round through holes. The upper ear holes, the lower ear holes and the round pin holes which are positioned on the same straight line form a group, and the upper wall single body 2 and the lower wall single body 3 are connected through a bolt 12 which penetrates through the upper ear holes, the lower ear holes and the round pin holes of the same group. The above-mentioned bolt 12 is many, and every bolt is corresponding to grafting a set of upper ear hole, lower ear hole and round pin hole. The circular through hole of the whole edge plate on one side forms a grouting hole, and the circular through hole of the whole edge plate on the other side forms a grout outlet hole; the bottom surface of the upper wall single body 2, the top surface of the lower wall single body 3 and the circle of edge trimming plate form a butt joint cavity, and high-strength cement slurry is injected into the butt joint cavity through the grouting hole and overflows from the slurry outlet hole.
Lower 3 middle sections of wall monomer still the level link up and have one row of screens hole 13, the inherent internal thread sleeve pipe of anchor in every screens hole 13, every internal thread sleeve pipe closes a external screw thread vaulting pole 14 soon, the protruding internal and external surface of 3 lower walls monomer in external screw thread vaulting pole 14 both ends, two rubber sleeve 16 have been closed soon in external screw thread vaulting pole 14 both ends, external screw thread vaulting pole 14 card is in the notch of the channel 15 that corresponds ground even wall section and the rubber sleeve 16 at external screw thread vaulting pole 14 both ends is shelved subaerial.
A plurality of first grouting holes 17 longitudinally penetrate through the middle section of the upper wall single body 2, first grouting pipes 18 corresponding to the first grouting holes 17 one by one longitudinally penetrate through the middle section of the lower wall single body 3, and each first grouting hole 17 is communicated with the corresponding first grouting pipe 18 to form a first grouting channel. The first grouting channel has the functions that after the upper wall monomer 2 and the lower wall monomer 3 which are firmly butted are sunk into the channel 15 of the corresponding diaphragm wall section, cement paste with common strength is poured into the channel from the ground along the first grouting channel, so that the cement paste is turned upwards after filling the bottom of the wall body, and gaps between the outer wall surface of the diaphragm wall section and the soil body are filled.
Of course, each of the underground diaphragm wall sections of the present application may also be formed by a plurality of vertical wall units, such as three or four wall units, and the connection structure of the upper and lower adjacent wall units is the same as the connection structure of the upper wall unit 2 and the lower wall unit 3.
The utility model provides a ground is wall section even includes that ordinary ground is wall section even and corner ground is wall section even. In the application, two modes of butt joint and fixing of each ground connecting wall section are provided, namely, two common ground connecting wall sections are connected; and secondly, the front and the rear common ground connection wall sections are connected through the centered corner ground connection wall section.
An I-shaped steel joint 19 is anchored at the head end of the common underground diaphragm wall section, the I-shaped steel joint 19 is in lap joint with a reinforcement cage in the underground diaphragm wall section, and a raised line 20 matched with the I-shaped steel joint 19 is arranged at the tail end of the common underground diaphragm wall section. A second grouting channel is arranged at the tail end of the common diaphragm wall section; the bottom end of the convex strip 20 is provided with a rectangular clapboard 21, and the rear end plate and the two side plates of the rectangular clapboard 21 are both provided with slurry leakage holes 22.
The connecting structure of the two common underground diaphragm wall sections is that the convex strip 20 at the tail end of the previous common underground diaphragm wall section is clamped into the I-shaped steel joint 19 at the head end of the next common underground diaphragm wall section, and the butt joint of the two common underground diaphragm wall sections is filled with high-strength cement grout injected from the second grouting channel at the tail end of the previous common underground diaphragm wall section. The high-strength cement slurry is cement slurry with the strength 3-5 times that of common-strength cement slurry.
The I-steel joint 19 of each common ground wall connecting section comprises an upper I-steel 19.1 anchored with the upper wall single body 2 and a lower I-steel 19.2 anchored with the lower wall single body 3, and the upper I-steel 19.1 and the lower I-steel 19.2 are welded and fixed through a plurality of welding rods 23 to form the integral I-steel joint 19. The second grouting channel is formed by communicating a second grouting hole 24 longitudinally communicated in the convex strip 20 of the upper wall single body 2 with a second grouting pipe 25 longitudinally communicated in the convex strip 20 of the lower wall single body 3.
The corner diaphragm wall section comprises upright posts and a concrete wall 26, convex strips 20 are arranged at two ends of the concrete wall 26, and a second grouting channel is penetrated through each convex strip 20; the upright column comprises a concrete column 27 with an L-shaped cross section and two I-shaped steel joints 19, the two I-shaped steel joints 19 are respectively anchored on the x-direction side surface and the y-direction side surface of the concrete column 27, and the two I-shaped steel joints 19 are respectively lapped with a reinforcement cage inside the concrete column 27.
The connecting structure of the corner ground connecting wall section and the front and rear common ground connecting wall sections is that a convex strip 20 at the tail end of the front common ground connecting wall section is clamped into an I-shaped steel joint 19 at the head end of an upright post of the corner ground connecting wall section, and the joint of the front common ground connecting wall and the upright post is filled with high-strength slurry injected from a second grouting channel at the tail end of the front common ground connecting wall; a convex strip 20 at the head end of the concrete wall 26 is clamped in the I-shaped steel joint 19 at the tail end of the upright column, and the joint of the upright column and the concrete wall 26 is filled with high-strength slurry injected from a second grouting channel at the head end of the concrete wall 26; the convex strip 20 at the tail end of the concrete wall 26 is clamped into the I-shaped steel joint 19 at the head end of the next common ground connecting wall section, and the joint of the concrete wall 26 and the next common ground connecting wall section is filled with high-strength grout injected from the second grouting channel at the tail end of the concrete wall 26.
The concrete column 27 comprises an upper column body 27.1 and a lower column body 27.2; the bottom surface of the upper column 27.1 is also provided with an upper edge plate 4 and an upper lug plate 7, the upper edge plate 4 is also provided with an upper half pin hole 5 and an upper half through hole 6, the top surface of the lower column 27.2 is also provided with a lower half edge plate 8 and a lower lug plate 11, and the lower half edge plate 8 is also provided with a lower half pin hole 9 and a lower half through hole 10; the upper column 27.1 and the lower column 27.2 are connected in the same way as the upper wall monomer 2 and the lower wall monomer 3, and are also connected by a bolt 12 penetrating through the upper lug hole, the lower lug hole and the round pin hole, and the bottom surface of the upper column 27.1, the top surface of the lower column 27.2 and a circle of whole edge plates also form a butt joint cavity which is filled with high-strength cement slurry, and the high-strength cement slurry is also guided in by the round through hole on one side and flows out by the round through hole on the other side.
Each length section of the foundation pit is correspondingly provided with a plurality of vertical inner support steel tubes 1 with different heights, of course, a top concrete support 50 is arranged above each vertical inner support steel tube 1, and the top concrete supports 50 are directly screwed and fixed on the underground diaphragm wall sections at two sides.
The application has set up the supplementary installation device of interior support steel pipe 1, and its concrete structure is as follows.
The inner surface of the underground diaphragm wall section positioned at two sides of the inner support steel pipe 1 is reserved with a plurality of screw holes, the inner surface of the underground diaphragm wall section is connected with a plurality of sections of vertical rails 28 in a threaded mode through the screw holes, a rotary table 29 and an inclined rail 30 are arranged between every two sections of adjacent vertical rails 28, the inclined rail 30 and the inner surface of the underground diaphragm wall section are fixed in a threaded mode through the screw holes, and the tail end of the inclined rail 30 is provided with an arc-shaped shelf 31. The turntable 29 is provided with a transition track 32 for butting the vertical track 28 or the inclined track 30, and a baffle 33 is detachably fixed in the transition track 32; the rotary disc 29 is rotatably installed in a pit 34 on the inner surface of the underground diaphragm wall section, two inner positioning holes 35 for locking the transition rail 32 in the vertical direction or the oblique direction are arranged in the pit 34, an outer positioning hole 36 penetrates through the rotary disc 29, and the rotary disc 29 is positioned by a positioning pin 37 which penetrates through the outer positioning hole 36 and is inserted into the inner positioning hole 35. Each section of the vertical track 28, the inclined track 30 or the transition track 32 is composed of two symmetrical channel steel, and notches of the two channel steel are opposite to each other.
The end part of the inner support steel pipe 1 is provided with a guide sleeve 38 with an outward opening, a square head 39 is sleeved in the guide sleeve 38 in a sliding manner, a square through hole 40 is penetrated through the guide sleeve 38, the square head 39 is provided with a plurality of square blind holes 41, and the guide sleeve 38 and the square head 39 are positioned by a square pin 42 which penetrates through the square through hole 40 and is inserted into one square blind hole 41. An end head 43 is fixed outside the square head 39, and a jack 44 is arranged between the end head 43 and the inner support steel pipe 1; the cylinder of the jack 44 is fixed to the head 43 and the loading portion of the jack 44 abuts against the inner support steel pipe 1. A hoop 45 is arranged outside the end head 43, and an axial pulley 46 is rotatably arranged in the hoop 45; the side ring surface of the end 43 is provided with an axial sliding chute 47, the pulley 46 in the hoop 45 is accommodated in the axial sliding chute 47 corresponding to the end 43, and a stop pin 48 which tightly abuts the pulley 46 at the end part of the axial sliding chute 47 is detachably connected in the sliding chute 47; a circumferential roller 49 is rotatably mounted on the outside of the band 45, the roller 49 being a sliding fit in a slot in the track channel.
The general installation process of each inner support steel tube 1 is that in an initial state, a square pin 42 which penetrates through a square through hole 40 and is inserted into a square blind hole 41 realizes the axial positioning of a guide sleeve 38 and a square head 39; while the stop pins 48 in the respective axial slide grooves 47 of the head 43 block the axial pulleys 46, so that the band 45 connected to the pulleys 46 and the head 43 are axially blocked, and the respective rollers 49 on the band 45 are blocked in the notches of the channels of the respective rails. The inner support steel pipe 1 is lowered along the vertical rail 28 until the inner support steel pipe 1 reaches the baffle 33 in the transition rail 32, then the turntable 29 is rotated, the baffle 33 is removed, the transition rail 32 is communicated with the inclined rail 30, the inner support steel pipe 1 is continuously pulled to slide downwards until the inner support steel pipe reaches the arc-shaped shelf 31 at the bottom end of the inclined rail 30, and therefore the inner support steel pipe 1 is lifted in place at the set position. Then, the square pins 42 at the two ends of the inner support steel pipe 1 are pulled away, the stop pins 48 in the axial sliding grooves 47 of the end heads 43 are detached, so that the end heads and the square heads can freely axially move relative to the inner support steel pipe 1, and the end heads 43 can freely axially move relative to the hoop 45, therefore, the jack 44 is started, the inner support steel pipe 1 and the end heads 43 are jacked open, the end heads 43 move outwards, and the hoop 45 is still clamped in the groove opening of the inclined track 30; thereby realizing the automatic loading of the axial prestress of the inner support steel pipe 1.
The reserved screw holes and the clamping holes 13 on the inner surface of the underground diaphragm wall section are both buckled with an outer cover, a soft plug for blocking the screw holes or the clamping holes 13 is arranged in the outer cover, a grease film is coated on the soft plug, and a layer of plastic film is further pasted on the inner surface of the underground diaphragm wall section to cover the screw holes or the clamping holes 13.
Of course, in this application, four vertical diagonal braces 51 are also required to be disposed at the four corners of the foundation pit and prestressed by diagonal jacks.
Claims (6)
1. An assembled foundation pit supporting structure system for coastal soft soil subways comprises a circle of diaphragm walls at the edge, wherein the circle of diaphragm walls is formed by connecting a plurality of diaphragm wall sections end to end, and each length section of a foundation pit is correspondingly provided with a vertical row of a plurality of inner support steel pipes (1) with different heights; the method is characterized in that: each underground diaphragm wall section comprises an upper wall monomer (2) and a lower wall monomer (3), and the two wall monomers are concrete prefabricated members;
the bottom surface of the upper wall single body (2) is provided with a circle of upper half edge plate (4), the upper half edge plate (4) is provided with an upper half pin hole (5) and an upper half through hole (6), and the bottom surface of the upper wall single body (2) is also provided with an upper lug plate (7) with an upper lug hole; the top surface of the lower wall single body (3) is provided with a circle of lower half edge plate (8), the lower half edge plate (8) is provided with a lower half pin hole (9) and a lower half through hole (10), and the top surface of the lower wall single body (3) is also provided with a lower lug plate (11) with lower lug holes; the circle of upper half edge plate (4) is placed on the circle of lower half edge plate (8) to form a circle of whole edge plate, the upper half pin holes (5) and the corresponding lower half pin holes (9) form round pin holes, and the upper half through holes (6) and the corresponding lower half through holes (10) form round through holes; the upper ear holes, the lower ear holes and the round pin holes which are positioned on the same straight line form a group, and the upper wall single body (2) and the lower wall single body (3) are connected through bolts (12) which penetrate through the upper ear holes, the lower ear holes and the round pin holes of the same group; the circular through hole of the whole edge plate on one side forms a grouting hole, and the circular through hole of the whole edge plate on the other side forms a grout outlet hole; the bottom surface of the upper wall single body (2), the top surface of the lower wall single body (3) and a circle of edge trimming plate form a butt joint cavity, and high-strength cement slurry is injected into the butt joint cavity through a grouting hole and overflows from a slurry outlet hole;
a row of clamping holes (13) are formed in the middle section of the lower wall single body (3), an internal thread sleeve is anchored in each clamping hole (13), an external thread stay bar (14) is screwed on each internal thread sleeve, two ends of each external thread stay bar (14) protrude out of the inner surface and the outer surface of the lower wall single body (3), and two rubber sleeves (16) used for being placed on the ground are screwed on two ends of each external thread stay bar (14) so that the lower wall single body (3) can be clamped in the notch of the channel (15) of the corresponding underground diaphragm wall section;
the inner surface of the underground diaphragm wall section positioned at two sides of the inner support steel pipe (1) is reserved with a plurality of screw holes, the inner surface of the underground diaphragm wall section is in threaded connection with a plurality of vertical rails (28) capable of lifting the inner support steel pipe (1) downwards through the screw holes, and a turntable (29) and an inclined rail (30) are arranged between every two adjacent vertical rails (28).
2. The fabricated foundation pit supporting structure system for the coastal soft soil subway as claimed in claim 1, wherein: a plurality of first grouting holes (17) are longitudinally formed in the middle section of the upper wall single body (2), first grouting pipes (18) which are in one-to-one correspondence with the first grouting holes (17) are longitudinally formed in the middle section of the lower wall single body (3), and each first grouting hole (17) is communicated with the corresponding first grouting pipe (18) to form a first grouting channel.
3. The fabricated foundation pit supporting structure system for the coastal soft soil subway as claimed in claim 1, wherein: the underground diaphragm wall section comprises a common underground diaphragm wall section, an I-shaped steel joint (19) is anchored at the head end of the common underground diaphragm wall section, the I-shaped steel joint (19) is lapped with a reinforcement cage in the underground diaphragm wall section, a raised strip (20) matched with the I-shaped steel joint (19) is arranged at the tail end of the common underground diaphragm wall section, and a second grouting channel is arranged at the tail end of the common underground diaphragm wall section; a rectangular partition plate (21) is arranged at the bottom end of each convex strip (20), and slurry leakage holes (22) are formed in the rear end plate and the two side plates of each rectangular partition plate (21);
the connecting structure of the two common underground continuous wall sections comprises that a convex strip (20) at the tail end of the previous common underground continuous wall section is clamped into an I-shaped steel joint (19) at the head end of the next common underground continuous wall section, and the butt joint of the two common underground continuous wall sections is filled with high-strength slurry injected from a second grouting channel at the tail end of the previous common underground continuous wall section.
4. The fabricated foundation pit supporting structure system for the coastal soft soil subway as claimed in claim 3, wherein: the underground diaphragm wall section also comprises a corner underground diaphragm wall section, the corner underground diaphragm wall section comprises a stand column and a concrete wall body (26), convex strips (20) are arranged at two ends of the concrete wall body (26), and a second grouting channel is communicated with each convex strip (20); the upright column comprises a concrete column (27) with an L-shaped cross section and two I-shaped steel joints (19), the two I-shaped steel joints (19) are respectively anchored on the x-direction side surface and the y-direction side surface of the concrete column (27), and the two I-shaped steel joints (19) are respectively lapped with a reinforcement cage in the concrete column (27);
the connecting structure of the corner ground connecting wall section and the front and rear common ground connecting wall sections is characterized in that a convex strip (20) at the tail end of the front common ground connecting wall section is clamped into an I-shaped steel joint (19) at the head end of an upright post of the corner ground connecting wall section, and the joint of the front common ground connecting wall and the upright post is filled with high-strength slurry injected from a second grouting channel at the tail end of the front common ground connecting wall; a raised line (20) at the head end of the concrete wall body (26) is clamped in the I-shaped steel joint (19) at the tail end of the upright column, and the joint of the upright column and the concrete wall body (26) is filled with high-strength grout injected from a second grouting channel at the head end of the concrete wall body (26); the convex strip (20) at the tail end of the concrete wall body (26) is clamped into the I-shaped steel joint (19) at the head end of the next common diaphragm wall section, and the joint of the concrete wall body (26) and the next common diaphragm wall section is filled with high-strength grout injected from the second grouting channel at the tail end of the concrete wall body (26).
5. The fabricated foundation pit supporting structure system for the coastal soft soil subway as claimed in claim 1, wherein: the inclined rail (30) is in threaded connection with the inner surface of the underground diaphragm wall section through a screw hole, and the tail end of the inclined rail (30) is provided with an arc-shaped shelf (31); the turntable (29) is provided with a transition track (32) for butting the vertical track (28) or the inclined track (30), and a baffle (33) is detachably fixed in the transition track (32); the rotary table (29) is rotatably arranged in a pit (34) on the inner surface of the underground diaphragm wall section, two inner positioning holes (35) used for locking the transition track (32) in the vertical direction or the inclined direction are arranged in the pit (34), an outer positioning hole (36) is arranged on the rotary table (29), and the rotary table (29) is positioned by a positioning pin (37) which penetrates through the outer positioning hole (36) and is inserted into the inner positioning hole (35); each section of track consists of two symmetrical channel steels, and the notches of the two channel steels are opposite to each other;
the end part of the inner support steel pipe (1) is provided with a guide sleeve (38) with an outward opening, a square head (39) is sleeved in the guide sleeve (38) in a sliding manner, a square through hole (40) is arranged through the guide sleeve (38), the square head (39) is provided with a plurality of square blind holes (41), and the guide sleeve (38) and the square head (39) are positioned by a square pin (42) which penetrates through the square through hole (40) and is inserted into one square blind hole (41); an end head (43) is fixed outside the square head (39), and a jack (44) is arranged between the end head (43) and the inner support steel pipe (1); a hoop (45) is arranged outside the end head (43), and an axial pulley (46) is rotatably arranged in the hoop (45); an axial sliding groove (47) is arranged on the side ring surface of the end head (43), a pulley (46) in the hoop (45) is accommodated in the axial sliding groove (47) corresponding to the end head (43), and a stop pin (48) which tightly abuts the pulley (46) at the end part of the axial sliding groove (47) is detachably connected in the axial sliding groove (47); a circumferential roller (49) is rotatably mounted outside the hoop (45), and the roller (49) is in sliding fit in a notch of the track channel steel.
6. The fabricated foundation pit supporting structure system for the coastal soft soil subway as claimed in claim 1, wherein: the outer cover is buckled on the reserved screw holes and the clamping holes (13) on the inner surface of the underground diaphragm wall section, soft plugs for blocking the screw holes or the clamping holes (13) are arranged in the outer cover, the soft plugs are coated with grease films, and a layer of plastic film is further pasted on the inner surface of the underground diaphragm wall section to cover the screw holes or the clamping holes (13).
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| CN202110626249.3A CN113338297B (en) | 2021-06-04 | 2021-06-04 | Fabricated foundation pit supporting structure system for coastal soft soil subway |
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| CN114541418B (en) * | 2022-03-30 | 2023-09-05 | 河南竣祥岩土工程有限公司 | Collapse-preventing supporting structure for geotechnical engineering foundation pit |
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| CN212026263U (en) * | 2020-01-06 | 2020-11-27 | 中建三局第三建设工程有限责任公司 | Detachable assembly type underground continuous wall super-poured concrete anti-streaming device |
| CN112761159A (en) * | 2020-12-31 | 2021-05-07 | 南京吉欧地下空间科技有限公司 | Vertical sliding assembly type foundation pit supporting structure and construction method thereof |
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