CN114482079B - Construction method for deep foundation pit of pipe jacking well - Google Patents
Construction method for deep foundation pit of pipe jacking well Download PDFInfo
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- CN114482079B CN114482079B CN202210083401.2A CN202210083401A CN114482079B CN 114482079 B CN114482079 B CN 114482079B CN 202210083401 A CN202210083401 A CN 202210083401A CN 114482079 B CN114482079 B CN 114482079B
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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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
- E02D17/083—Shoring struts
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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
- 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
- E02D5/16—Auxiliary devices rigidly or detachably arranged on sheet piles for facilitating assembly
Abstract
The application provides a construction method of a pipe-jacking well deep foundation pit, which comprises the following steps: s1, carrying out building envelope construction of a top pipe well through drawing lofting; s2, a waterproof curtain is applied to the outside of the enclosure structure; s3, pouring a crown beam on the upper edge of the enclosure structure; s4, excavating earthwork of a working surface of the top pipe well, and pouring a ring beam after excavating to a certain depth; s5, repeating the step S4, excavating earth and pouring the ring beam for a plurality of times until the earth is excavated to the designed elevation; and S6, lining construction and bottom sealing are carried out on the pipe jacking well. The enclosure structure and the waterproof curtain are arranged, so that the pipe jacking well has good impermeability and rigidity, is simple in structure, can avoid the problem of deformation of the working well caused by groundwater infiltration, improves the quality of the pipe jacking well, simultaneously reduces disturbance to the surrounding environment to the greatest extent, and ensures the safety of pipe jacking construction.
Description
Technical Field
The application belongs to the technical field of pipe jacking construction, and particularly relates to a pipe jacking well deep foundation pit construction method.
Background
The top pipe well generally comprises a working well and a receiving well, is generally used for the construction of tunnels or pipelines in municipal engineering, the working well of a large-scale infrastructure project has the characteristics of large diameter and deep depth, the working well Shi Zuoye in the prior art is excavated to a preset depth at one time, a scaffold and a pouring template from the pit bottom to the upper side of the pit are built in the pit, and the pouring operation is carried out, but the construction difficulty is high, a large amount of manpower and equipment are consumed, and the pouring efficiency is low, besides, the strength of the top pipe well produced by the method is poor, and the problems of deformation of pipe walls and the like caused by sedimentation after rain are faced
Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The application aims to overcome the defects in the prior art and provides a construction method of a pipe-jacking well deep foundation pit.
In order to achieve the above object, the present application provides the following technical solutions:
a pipe-jacking well deep foundation pit construction method comprises the following steps:
s1, carrying out building envelope construction of a top pipe well through drawing lofting;
s2, a waterproof curtain is applied to the outside of the enclosure structure;
s3, pouring a crown beam on the upper edge of the enclosure structure;
s4, excavating earthwork of a working surface of the top pipe well, and pouring a ring beam after excavating to a certain depth;
s5, repeating the step S4, excavating earth and pouring the ring beam for a plurality of times until the earth is excavated to the designed elevation;
and S6, lining construction and bottom sealing are carried out on the pipe jacking well.
Preferably, in step S1, the enclosure structure is an annular curtain wall formed by orderly occluding with occluding piles, and the length of the occluding piles is adapted to the design elevation of the pipe jacking well.
Preferably, the first sequence of engagement piles are firstly constructed by a pile jumping method, and the construction of the second sequence of engagement piles is carried out before the first sequence of engagement piles are not solidified, and the second sequence of engagement piles are embedded and fused with the first sequence of engagement piles in an engagement state, so that a continuous pile arranging structure is formed.
Preferably, before the construction of the occluding piles, the soft stratum of the working face is subjected to stone breaking, filling and compaction, and then the guide wall is poured.
Preferably, in step S2, the waterproof curtains are multiple layers, each layer of waterproof curtain is formed by sequentially engaging a plurality of jet grouting piles, and the jet grouting piles between any two adjacent layers of waterproof curtains are engaged in a staggered manner.
Preferably, the upper foundation pit is excavated before the crown beam pouring is carried out, the upper foundation pit is on the periphery of the pipe jacking well in a 1:1.5 slope, the anchor pipe support is carried out on the foundation pit slope, and the net hanging and slurry spraying are carried out.
Preferably, in step S3, circumferential cutting is performed on the building envelope along the elevation before the construction of the crown beam, so as to form an annular groove, the steel reinforcement cage of the crown beam is bound in the annular groove, and a template is arranged, so that the crown beam is formed by pouring.
Preferably, after the working face of the pipe jacking well is excavated to the corresponding ring beam design elevation, the inner wall of the enclosure structure is excavated to expose the steel bars of the enclosure structure, the steel bar framework of the ring beam is welded with the steel bars of the enclosure structure, and a template is arranged to perform ring beam pouring.
Preferably, the plurality of ring beams are spaced apart in the longitudinal direction of the push bench, and the spacing between adjacent ring beams gradually decreases from bottom to top.
Preferably, the inner wall of the top pipe well is provided with the lining, the lining is formed by concrete pouring, the lining template 11 is formed by a bamboo plywood, and the bamboo plywood is anchored on the enclosure structure through a pull rod.
The beneficial effects are that: the enclosure structure and the waterproof curtain are arranged, so that the pipe jacking well has good impermeability and rigidity, is simple in structure, can avoid the problem of deformation of the working well caused by groundwater infiltration, improves the quality of the pipe jacking well, simultaneously reduces disturbance to the surrounding environment to the greatest extent, and ensures the safety of pipe jacking construction.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. Wherein:
FIG. 1 is a schematic diagram of a top pipe well in accordance with an embodiment of the present application;
FIG. 2 is a simplified top view of a top pipe well in accordance with an embodiment of the present application;
FIG. 3 is a schematic diagram of the connection of the lining form 11 according to an embodiment of the present application;
FIG. 4 is a schematic top view of a guide wall according to an embodiment of the present application;
fig. 5 is a sequence diagram of the construction of a bite pile according to an embodiment of the present application.
In the figure: 1. a building envelope; 2. a waterproof curtain; 3. a crown beam; 4. a lining; 5. a ring beam; 6. sealing the bottom; 7. jacking pipes; 8. an anchor tube; 9. slope, 10, tie rod; 11. lining a template; 12. a guide hole template; 13. guide wall.
Detailed Description
The following description of the technical solutions in the embodiments of the present application will be clear and complete, and it is obvious that the described embodiments are only some embodiments of the present application, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the application, fall within the scope of protection of the application.
In the description of the present application, the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", etc. refer to the orientation or positional relationship based on that shown in the drawings, merely for convenience of description of the present application and do not require that the present application must be constructed and operated in a specific orientation, and thus should not be construed as limiting the present application. The terms "coupled" and "connected" as used herein are to be construed broadly and may be, for example, fixedly coupled or detachably coupled; either directly or indirectly through intermediate components, the specific meaning of the terms being understood by those of ordinary skill in the art as the case may be.
The application will be described in detail below with reference to the drawings in connection with embodiments. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other.
As shown in fig. 1-5, a construction method for a deep foundation pit of a pipe-jacking well comprises the following steps: s1, constructing an enclosure structure 1 of a top pipe well through drawing lofting; s2, a waterproof curtain 2 is applied outside the enclosure structure 1; s3, pouring a crown beam 3 on the upper edge of the enclosure structure 1; s4, excavating earthwork of a working surface of the top pipe well, and pouring the ring beam 5 after excavating to a certain depth; s5, repeating the step S4, excavating earth for a plurality of times, and pouring the ring beam 5 until the earth is excavated to the designed elevation; and S6, performing lining 4 construction and bottom sealing 6 on the pipe jacking well. Through envelope 1 and waterproof curtain 2 to the push pipe well dual protection, make the push pipe well have better impermeability, simple structure can avoid the work well deformation problem that groundwater infiltration brought, set up crown beam 3 and ring beam 5, effectively improved the rigidity of push pipe well, guaranteed the quality of push pipe well, the biggest reduction of possible simultaneously has guaranteed the security of push pipe construction to the disturbance of surrounding environment.
In another optional embodiment, in step S1, the enclosure structure 1 is an annular curtain wall formed by orderly occluding piles, and the length of each occluding pile is adapted to the design elevation of the pipe jacking well. Multiple engagement piles are engaged to form a continuous uninterrupted annular curtain wall corresponding to the periphery of the top pipe well, and the pile diameter of the engagement pilesThe interval is 700mm, and the occlusion interval is 300mm; in this embodiment, a first sequence of engagement piles are firstly constructed by a pile-jump method, and a second sequence of engagement piles are constructed before the first sequence of engagement piles are not solidified, and are embedded and fused with the first sequence of engagement piles in an engagement state, so as to form a continuous pile row structure. Specifically, a complete set of tubular pile base is adopted to jump the pile in advance to construct a first sequence of occluding piles (A1, A2 and A3), before the first sequence of occluding piles are filled with the C30 underwater concrete pile, the second sequence of occluding piles (B1 and B2) are used for completing drilling and concrete pouring, and the concrete of the second sequence of occluding piles is fused together to form a continuous and integral row pile structure in an embedded occluding state.
Furthermore, the enclosure structure 1 is formed by arranging plain concrete piles and reinforced concrete piles at intervals, wherein the first sequence of engagement piles are plain concrete piles, and the second sequence of engagement piles are reinforced concrete piles. The holes of the engaged piles are formed by adopting a full-rotation drilling machine and a rotary drilling machine to carry out matched construction.
In another alternative embodiment, before the construction of the occluding piles, the soft stratum of the working surface is subjected to stone replacement and compaction, then the guide wall 13 is poured, the positioning precision of the hole openings of the bored occluding piles is improved, the positioning efficiency is improved, the guide wall 13 is a reinforced concrete guide wall, and the coordinates provided by a design drawing are calculated according to the coordinates of the center line of the arranging piles by 50mm outwards, so that the clearance reduction change of the foundation pit structure caused by inwards displacement and deformation of the occluding piles under the action of the outside soil pressure during the excavation of the foundation pit is counteracted, and the pile position deviation is not more than 5cm. The total width of the guide wall is 3.4m, the thickness is 20cm, the depth is 1.5m, and the concrete C20 is prepared.
Specifically, firstly, a site is leveled, the inner and outer edge lines of a circular guide wall 13 are calculated according to the center coordinates of a foundation pit well provided by a design drawing, white ash marks are used for the edge lines of the guide wall 13 to be discharged on site, excavation is carried out, after the excavation is completed, the center line coordinates of a row pile are calculated, a total station is adopted to carry out lofting and rechecking according to the control points of the ground and a wire, a pile is well protected, the control center line is used as the control center line of the construction of the guide wall 13, the excavation of a groove can be carried out after the pile position lofting line meets the requirements, and manual cooperation excavation construction is adopted. After excavation is finished, the center line is immediately led into the position below the groove, the center axis of the guide wall 13 is guaranteed to be correct, then, the steel reinforcement framework is bound in the groove of the guide wall 13 for pouring, the steel reinforcement framework is provided with guide hole templates corresponding to the occlusion piles, square timber is arranged for supporting the guide hole templates of the occlusion piles on two sides during pouring, and the guide hole templates corresponding to the occlusion piles inside are removed after pouring is finished.
After the hole of the engaged pile is excavated, the engaged pile sleeve is put into the prefabricated reinforcement cage before the reinforced concrete pile is poured, a sealing ring is arranged between two adjacent longitudinal engaged pile sleeves, water leakage and water tightness are guaranteed, in the pouring process, the embedding depth of the guide pipe is kept between 2m and 6m, the guide pipe is not lifted out of the concrete surface or is embedded too deeply when the concrete is poured, in the construction process, if the sleeve corresponding to the plain concrete pile is greatly deviated, the drilling machine cylinder is firstly utilized to directly correct the deviation, if the requirement is not met, sand or clay can be filled into the sleeve, the sleeve is pulled up while filling soil until the sleeve is lifted to a place which is qualified for the previous inspection, then the verticality of the sleeve is adjusted, and the sleeve is pressed down again. If the sleeve corresponding to the reinforced concrete pile is greatly deviated, the deviation correcting process is basically the same as that of the plain concrete pile, except that sand or clay cannot be filled into the sleeve and the same concrete as that of the plain concrete pile should be filled, otherwise, a soil interlayer is possibly left between the piles, so that the waterproof effect of the row piles is affected.
In another optional embodiment, in step S2, the waterproof curtains 2 are multiple layers, each waterproof curtain 2 is formed by sequentially engaging a plurality of jet grouting piles, and the jet grouting piles between any two adjacent waterproof curtains 2 are engaged in a staggered manner. In particular, the use of jet grouting pilesAfter the double-row jet grouting pile and the jet grouting pile concrete reach 70% of design strength, the construction is carried out before the earth excavation and the crown beam 3 construction. In the drilling process, when the slurry is seriously leaked, the slurry concentration of the orifice is increased, sand is doped in the slurry, a plugging material is filled into the hole or the leakage section is grouted in advance, and the like, until the orifice returns to the slurry normally, then drilling is continued.
In another alternative implementation, the upper foundation pit is excavated before the pouring of the crown beam 3, the enclosure structure 1 and the waterproof curtain 2 on the upper edge of the top pipe well are crushed and removed through crushing equipment in the excavating process, the upper foundation pit is on a slope at the periphery of the top pipe well in a ratio of 1:1.5, the anchor pipe 8 is supported on the side slope 9, and the net is hung and shotcrete. The thickness of the gunite is 8cm, and each layer of anchor pipe 8 is embedded belowAnd a water discharge hole. The anchor pipe 8 is made of a steel pipe with the thickness not less than 3mm, the end part of the anchor pipe is made into a cone shape, 1 slurry outlet holes are formed in 1/3 section of the front end of the steel pipe which enters the soil every 600mm, a thin steel sheet or angle steel is welded to cover the holes so as to prevent the holes from being blocked by the soil, and the net sheet anchor rod is firmly welded at the slope surface. . Two layers of anchor pipes 8 are arranged in the working well, each layer is divided into two types, namely vertical and inclined, the distance between the first layer and the slope top is 1m, the length of the inclined anchor pipe 8 is 4.5m, and the vertical length is 3m; the second layer is 1.3m away from the first layer, the length of the inclined anchor pipe 8 is 4.5m, and the vertical direction is the same2m; the lateral spacing of each layer was 1.3m. The receiving well is provided with 1 layer of anchor pipes 8, the distance from the top of the slope is 1.5m, the length of the inclined anchor pipes 8 is 4.5m, the vertical distance is 2m, and the horizontal distance is 1.3m.
A drain pipe is arranged at the lower end of each layer of anchor pipe 8, holes are reserved at the earth-entering end of the drain pipe, and small pits are required to be dug out in the earth before the anchor pipe is buried so as to ensure the smoothness of the drain pipe; when the surface layer concrete is sprayed, the opening part of the water drain pipe needs to be wrapped.
In order to prevent the surface rainwater from flowing into the foundation pit of the top pipe well and affecting the stability of the side slope 9, a water blocking ridge is arranged at the top of the foundation pit, the position of the water blocking ridge is arranged on the inner side and the outer side of a railing at the top of the foundation pit, the water blocking ridge is built by M7.5 mortar, the section size is 120 multiplied by 240mm, and waterproof mortar is smeared on the outer side 20 mm. And the underground water in the slope body is discharged through the drain pipe. The drain pipe adoptsThe length of the PVC pipe, which extends into the soil layer, is not less than 0.5m, the transverse distance is not more than 1.5m in the water-bearing layer, and the rest is not more than 3m. The earth end of the water drain pipe is provided with holes, and small pits are dug in the earth before the water drain pipe is buried to fill water filtering materials such as broken stone and the like so as to ensure the smoothness of the water drain pipe, and the mouth of the water drain pipe is wrapped when the concrete is sprayed.
In order to prevent local seepage from affecting the construction operation in the pit, a drainage ditch and a water collecting well are arranged at the toe of the slope. The edge of the bottom of the foundation pit is excavated with a drainage ditch, the hollow size is 300mm multiplied by 200mm, MU7.5 solid bricks are built, and the inner wall is coated with waterproof mortar with the thickness of 20 mm. A water collecting well is arranged at intervals of about 20-30m, the specification is 800mm multiplied by 500mm, and water flow is led out of the site through a slope roof drainage ditch.
And organizing and excavating the earthwork of the lower structure after the crown beam 3 is constructed. The lower structure earthwork is the well earthwork excavation of top tube well, the excavation depth in the working well is 28.1m, the excavation diameter is 12.836m, the excavation depth of receiving well is 26.5m, and the excavation diameter is 10.085m. The working well is divided into 6 layers of excavation, each layer of excavation is excavated to the bottom elevation of the ring beam 5, and the last layer of excavation is excavated to the bottom of the bottom plate; the receiving well is divided into 5 layers of excavation, each layer of excavation is excavated to the bottom elevation of the ring beam 5, and the last layer of excavation is excavated to the bottom of the bottom plate; before each layer of earth is excavated, the construction can be performed after the construction of the ring beam 5 is completed and the strength reaches 75 percent of the design
A pedestrian passageway is arranged in the pipe jacking well, and steel pipes are adopted in the pedestrian passagewayAnd reinforcing steel barThe whole welding is welded and fixed with the embedded bars of the ring beam 5 (adopting +.>The embedded depth is 50cm, and the interlayer spacing is 20 cm). The ladder stand handrail adopts steel pipes with the interval of 1m, and the steps adopt +.>The steel bars are arranged at equal intervals of 30cm, the distance from the cage to the step is 70cm, and the distance between the cage and the step is 50cm. The temporary channels are all enclosed by a dense mesh net. One is used as a normal construction pedestrian passageway, and the other is used as an emergency passageway; a rest platform is arranged between each layer of ring beams 5, the rest platform is 3m long and 0.8m wide, is arranged on the outer side of each layer of ring beams 5, adopts inclined struts, is provided with steel pipe guardrails, and is 1.2m high, and skirting boards are 0.2m high and painted with black and yellow paint.
In another alternative embodiment, in step S3, circumferential cutting is performed on the enclosure structure 1 along the elevation before the crown beam 3 is constructed, so as to form an annular groove, the cutting depth is 5cm, the steel reinforcement framework of the crown beam 3 is bound in the annular groove, and a template is arranged, so that the crown beam 3 is formed by casting. The templates are assembled by adopting high-quality bamboo plywood, and double faced adhesive tape is stuck between the templates for mutual extrusion.
In another alternative embodiment, after the working surface of the pipe jacking well is excavated to the designed elevation of the corresponding ring beam 5, chiseling the inner wall of the enclosure 1 to expose the steel bars of the enclosure 1, welding the steel bar skeleton of the ring beam 5 with the steel bars of the enclosure 1, and setting a template to pour the ring beam 5. The ring beam 5 adopts a reinforced concrete structure, and the section size is as follows: 0.8 x 1.2m, the concrete strength is C35, the wall thickness of the lining 4 is 0.8m. After the pile foundation is excavated to the design elevation of the bottom of the ring beam 5, the reinforced concrete pile foundation concrete at the position is chiseled according to the design requirement, the pile foundation main reinforcement is welded and connected with the pile foundation main reinforcement by adopting steel bars with the diameter of 25mm, the pile foundation main reinforcement cannot be injured by adopting an electric pick to chiseling at the pile foundation position during construction, the surface is cleaned, and the reinforced and connected steel bars are welded and connected with the ring beam 5 steel bar main reinforcement.
In this embodiment, a plurality of ring beams 5 are spaced apart in the longitudinal direction of the push bench, and the spacing between adjacent ring beams 5 gradually decreases from bottom to top. Specifically, a layer of working well lining 4 is arranged between each two ring beams 5, and the heights of the working well lining 4 are 4.6m, 3.7m, 3.2m and 4m from bottom to top.
In another alternative embodiment, the lining 4 is disposed on the inner wall of the pipe jacking well, the lining 4 is formed by casting concrete, the lining form 11 is made of a bamboo plywood, and the bamboo plywood is anchored on the enclosure structure 1 through the pull rod 10.
After the excavation of the foundation pit and the construction of the ring beam 5 are completed, carrying out the construction of the inner liner 4, wherein the construction of the inner liner 4 adopts a 1.5cm bamboo plywood, and the trabeculae adopt 10 x 10 square timber with the spacing of 20cm; the main beam is reinforced by double splicing of steel pipes with the diameter of 48 x 3.0mm, the pull rod 10 is made of round steel, the diameter is 14mm, the transverse spacing is 60cm, and the longitudinal spacing is 60 x 120 x 750cm. When the pull rod 10 is constructed, the position of the pull rod 10 needs to be paid off in advance, the positioning is performed from bottom to top, the concrete of the occluding pile at the position is stripped by adopting a pneumatic pick after the positioning is finished, the main reinforcement is exposed, and then the pull rod 10 and the main reinforcement are welded. And (3) constructing strictly according to the spacing, and welding every part. And (3) after the foundation pit is excavated to the designed elevation, the bottom sealing 6 is timely constructed, a layer of 15cmC concrete cushion layer is poured at the bottom of the foundation pit before construction so as to facilitate the on-site steel bar installation and construction operation, and the thickness of the bottom plate of the bottom sealing 6 is 100cm, so that the foundation pit is of a reinforced concrete structure.
In order to ensure that the pipe jacking well is excavated without lateral displacement, the horizontal displacement monitoring points, the vertical displacement monitoring points and the vertical displacement monitoring points of the peripheral earth surface are arranged at the slope top, and it is understood that the above description is only exemplary and the embodiment of the application is not limited to the above.
The foregoing description of the preferred embodiments of the application is not intended to limit the application to the particular embodiments disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the application as defined by the appended claims.
Claims (6)
1. The construction method of the pipe-jacking well deep foundation pit is characterized by comprising the following steps of:
s1, carrying out building envelope construction of a top pipe well through drawing lofting;
s2, a waterproof curtain is applied to the outside of the enclosure structure;
s3, pouring a crown beam on the upper edge of the enclosure structure;
s4, excavating earthwork of a working surface of the top pipe well, and pouring a ring beam after excavating to a certain depth;
s5, repeating the step S4, excavating earth and pouring the ring beam for a plurality of times until the earth is excavated to the designed elevation;
s6, lining construction and bottom sealing are carried out on the pipe jacking well;
in the step S3, circumferential cutting is carried out on the building envelope along the elevation before the construction of the crown beam so as to form an annular groove, a steel reinforcement framework of the crown beam is bound in the annular groove, a template is arranged, and the crown beam is formed by pouring;
after the working face of the pipe jacking well is excavated to the corresponding ring beam design elevation, the inner wall of the enclosure structure is chiseled to expose the steel bars of the enclosure structure, the steel bar framework of the ring beam is welded with the steel bars of the enclosure structure, and a template is arranged for ring beam pouring;
before constructing the secant pile, carrying out stone replacement and compaction on a weak stratum of a working surface, pouring a guide wall, wherein the guide wall is a reinforced concrete guide wall, calculating a center line coordinate of a pile row according to an externally-placed 50mm coordinate provided by a design drawing so as to offset the reduction change of the clearance of a foundation pit structure caused by inward displacement and deformation of the secant pile under the action of outside soil pressure when the foundation pit is excavated, firstly flattening a site, providing center coordinates of a pit well according to the design drawing, calculating inner and outer edges of the circular guide wall, discharging the guide wall on site, marking the edges by lime, carrying out excavation, calculating the center line coordinate of the pile row after the excavation is completed, carrying out lofting and rechecking according to a ground and a wire control point by adopting a total station, and carrying out pile protection as a control center line for the construction of the guide wall, immediately introducing the center line into the lower part of the groove after the excavation, and then pouring a steel bar framework in the guide wall groove after the excavation, wherein the steel bar framework is provided with templates corresponding to the secant pile guide holes, and square wood is arranged to support templates of the secant piles on the two sides when pouring templates corresponding to the guide holes inside the secant pile after the pouring is completed;
placing an occluding pile sleeve as a template after the occluding pile holes are excavated, placing a prefabricated reinforcing steel bar framework before pouring the reinforced concrete piles, arranging a sealing ring between two longitudinally adjacent occluding pile sleeves, ensuring that water is not leaked and water is not permeable, keeping the embedding depth of a conduit between 2m and 6m in the pouring process, lifting the conduit while pouring concrete, not lifting the conduit out of a concrete surface or embedding the conduit too deeply, directly correcting deviation of the sleeve corresponding to the element concrete pile by using a drilling machine cylinder in the construction process, filling sand or clay into the sleeve if the deviation of the sleeve is not satisfied, lifting the sleeve while filling soil until the sleeve is lifted to a place which is qualified in the previous inspection, then adjusting the verticality of the sleeve, and re-pressing;
the method comprises the steps that an upper foundation pit is excavated before the crown beam pouring is carried out, a building envelope and a waterproof curtain on the upper edge of a top pipe well are crushed and removed through crushing equipment in the excavating process, the upper foundation pit is placed on the periphery of the top pipe well at a ratio of 1:1.5, anchor pipe supporting is carried out on a side slope, and net hanging and slurry spraying are carried out;
the end of the anchor pipe is made into a cone shape, a slurry outlet hole is arranged at 1/3 section of the front end of the steel pipe which enters the soil every 600mm, a thin steel sheet or angle steel is welded to cover the hole to prevent the hole from being blocked by the soil, and a net sheet anchor rod is firmly welded at the slope;
two layers of anchor pipes are arranged in the working well, each layer is divided into two types, namely vertical and inclined, the distance between the first layer and the slope top is 1m, the length of the inclined anchor pipe is 4.5m, and the vertical length is 3m; the second layer is 1.3m away from the first layer, the length of the inclined anchor pipe is 4.5m, and the vertical direction is 2m; the transverse spacing of each layer is 1.3m; the receiving well is provided with a layer of anchor pipes, the distance from the top of the slope is 1.5m, the length of the inclined anchor pipes is 4.5m, the vertical distance is 2m, and the horizontal distance is 1.3m;
a drain pipe is arranged at the lower end of each layer of anchor pipe, holes are reserved at the earth-entering end of the drain pipe, and small pits are dug out in the earth before the anchor pipes are buried to fill with crushed stone drainage materials so as to ensure the smoothness of the drain pipe; when the surface layer concrete is sprayed, the opening of the water drain pipe is wrapped.
2. The construction method of a pipe-jacking well deep foundation pit according to claim 1, wherein in the step S1, the enclosure structure is an annular curtain wall formed by orderly occluding with occluding piles, and the length of the occluding piles is matched with the design elevation of the pipe-jacking well.
3. The construction method of a pipe-jacking well deep foundation pit according to claim 2, wherein the construction of the first sequence of engagement piles is firstly performed by a pile jump method, the construction of the second sequence of engagement piles is performed before the first sequence of engagement piles are not solidified, and the second sequence of engagement piles are embedded and fused with the first sequence of engagement piles in an engagement state, so that a continuous pile row structure is formed.
4. The construction method of a pipe-jacking well deep foundation pit according to claim 1, wherein in the step S2, the waterproof curtains are multiple layers, each layer of waterproof curtain is composed of a plurality of rotary spraying piles which are sequentially meshed, and the rotary spraying piles between any two adjacent layers of waterproof curtains are meshed in a staggered mode.
5. The method for constructing a deep foundation pit of a pipe-jacking well according to claim 1, wherein the plurality of ring beams are distributed at intervals in the longitudinal direction of the pipe-jacking well, and the intervals between the adjacent ring beams are gradually reduced from bottom to top.
6. The construction method of a deep foundation pit of a pipe jacking well according to claim 1, wherein the lining is arranged on the inner wall of the pipe jacking well, the lining is formed by concrete pouring, the lining template is formed by a bamboo plywood, and the bamboo plywood is anchored on an enclosure structure through a pull rod.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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| CN202440823U (en) * | 2012-03-02 | 2012-09-19 | 天津市赛英工程建设咨询管理有限公司 | Supporting structure of pipe jacking pit |
| CN107975040A (en) * | 2017-11-30 | 2018-05-01 | 上海宝冶集团有限公司 | Circular top pipe working pit multiple material handling method of deep foundation pit construction method |
| CN209163805U (en) * | 2018-08-14 | 2019-07-26 | 中铁二十局集团第一工程有限公司 | A kind of big cross section rectangular top pipe construction active well foundation reinforcing structure |
| CN209723033U (en) * | 2019-03-27 | 2019-12-03 | 安徽建筑大学 | One kind being suitable for the anhydrous layer of sand area upper pipe working well in desert |
| CN110792085A (en) * | 2019-09-30 | 2020-02-14 | 成都市市政工程设计研究院 | Pipe-jacking working pit supporting method |
| CN112695803A (en) * | 2020-12-29 | 2021-04-23 | 中交第三航务工程局有限公司 | Supporting and water-stopping construction method for pipe-jacking working well and pipe ditch on beach |
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN202440823U (en) * | 2012-03-02 | 2012-09-19 | 天津市赛英工程建设咨询管理有限公司 | Supporting structure of pipe jacking pit |
| CN107975040A (en) * | 2017-11-30 | 2018-05-01 | 上海宝冶集团有限公司 | Circular top pipe working pit multiple material handling method of deep foundation pit construction method |
| CN209163805U (en) * | 2018-08-14 | 2019-07-26 | 中铁二十局集团第一工程有限公司 | A kind of big cross section rectangular top pipe construction active well foundation reinforcing structure |
| CN209723033U (en) * | 2019-03-27 | 2019-12-03 | 安徽建筑大学 | One kind being suitable for the anhydrous layer of sand area upper pipe working well in desert |
| CN110792085A (en) * | 2019-09-30 | 2020-02-14 | 成都市市政工程设计研究院 | Pipe-jacking working pit supporting method |
| CN112695803A (en) * | 2020-12-29 | 2021-04-23 | 中交第三航务工程局有限公司 | Supporting and water-stopping construction method for pipe-jacking working well and pipe ditch on beach |
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