CN210315632U - Annular underground diaphragm wall foundation of large-span arch bridge in deep coverage area - Google Patents
Annular underground diaphragm wall foundation of large-span arch bridge in deep coverage area Download PDFInfo
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- CN210315632U CN210315632U CN201920815061.1U CN201920815061U CN210315632U CN 210315632 U CN210315632 U CN 210315632U CN 201920815061 U CN201920815061 U CN 201920815061U CN 210315632 U CN210315632 U CN 210315632U
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Abstract
The patent of the utility model provides a deep overburden area is striden arched bridge annular underground continuous wall basis greatly belongs to the geotechnical engineering field. The device comprises an annular underground continuous wall, a cap beam, a lining wall, a bottom plate, an arch support, a cover plate and a pile foundation; the annular underground continuous wall comprises a first-stage groove section and a second-stage groove section, wherein the first-stage groove section and the second-stage groove section are connected at intervals to form an annular shape; the hat beam is arranged along the outline of the annular underground continuous wall and is positioned at the top of the annular underground continuous wall; the inner lining wall is tightly attached to the inner side wall of the annular underground continuous wall; the bottom plate is of a flat plate structure and is paved in the annular underground continuous wall; the arch seat is arranged on the upper end surface of the bottom plate; the top of the cover plate is flush with the top surface of the cap beam; the pile foundation is located in the annular underground continuous wall. The foundation has strong anti-overturning performance and excellent horizontal and vertical bearing performance, and can greatly reduce the construction difficulty and cost of the traditional large-span arch bridge arch base in deep coverage areas.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to an annular underground continuous wall foundation of a large-span arch bridge in a deep coverage area.
Background
In order to bear huge horizontal thrust and vertical load transmitted by the superstructure of the large-span arch bridge and meet the severe requirements of the superstructure of the large-span arch bridge on horizontal displacement and vertical displacement, the traditional foundation of the large-span arch bridge mostly selects bedrock with better bearing capacity and integrity as a bearing layer, and the foundation mostly adopts open cut foundations, but for the deep overburden area, the foundation layer is deeply embedded, so that the construction difficulty and the construction cost of the foundation of the large-span arch bridge are greatly increased. The underground continuous wall is used as a foundation form which has three functions of earth retaining, seepage preventing and bearing, has the characteristics of high construction mechanization degree, low noise, low cost, wide applicable soil quality variety and the like, and is popularized and applied to various large-span bridge foundations at home and abroad at present due to the high circumferential rigidity, excellent adhesion performance with foundation soil and the like. Such as a shaft type underground diaphragm wall foundation and a multi-wall type underground diaphragm wall foundation, have been widely used in foundation engineering of a plurality of long-span bridge constructions in japan.
The large-span arch bridge is built in a deep covering layer area, the type selection of the arch seat foundation plays a crucial role in normal service of the built arch bridge, the selected foundation form not only has huge horizontal bearing performance, but also has excellent vertical load bearing performance, and if the traditional open excavation with a rock stratum as a bearing stratum is still adopted to enlarge the gravity type foundation, the construction difficulty and the manufacturing cost of the foundation are obviously increased, and the design requirement is difficult to meet. And because the lower earthing body of the arch support foundation area in the deep overburden area is mostly in hydraulic connection with a river system, a plurality of uncertain factors are brought to the construction of the follow-up arch bridge superstructure and the later operation safety, the annular underground continuous wall foundation of the arch bridge is used as a deep foundation form with excellent vertical load bearing performance by virtue of the strong integral rigidity, excellent seepage prevention and huge overturn resistance, and the combination of the pile foundation and the deep foundation form can make the foundation become an important alternative foundation form for constructing the arch support foundation of the large-span arch bridge in the deep overburden area.
Disclosure of Invention
The utility model aims to solve the technical problem that the construction degree of difficulty that the bridge adopts the basement rock to bring as the foundation bearing layer of hunch seat is big, the problem that the cost is high to the big arch bridge of striding of deep overburden area construction, has provided a be applied to the big bridge combination basis of striding in deep overburden area.
In order to achieve the above purpose, the utility model adopts the technical proposal that: an annular underground continuous wall foundation of a large-span arch bridge in a deep coverage area comprises an annular underground continuous wall, a hat beam, a lining wall, a bottom plate, an arch support, a cover plate and a pile foundation; the annular underground continuous wall comprises a first-stage groove section and a second-stage groove section, wherein the first-stage groove section and the second-stage groove section are both arc-shaped, the length of the first-stage groove section is greater than that of the second-stage groove section, a plurality of the first-stage groove sections and a plurality of the second-stage groove sections are separated to form an annular shape, and the bottoms of the first-stage groove sections and the bottoms of the second-stage groove sections are embedded into a foundation layer; the hat beam is of an annular structure, is arranged along the outline of the annular underground continuous wall and is positioned at the top of the annular underground continuous wall; the inner lining wall is tightly attached to the inner side wall of the annular underground continuous wall; the bottom plate is of a flat plate structure, is laid in the annular underground continuous wall and is positioned in the middle of the annular underground continuous wall, and the side surface of the bottom plate is connected with the inner side wall of the annular underground continuous wall; the arch seat is arranged on the upper end surface of the bottom plate; the cover plate covers the upper opening of the annular underground continuous wall, and the top of the cover plate is flush with the top surface of the hat beam; the pile foundation is located in the annular underground continuous wall, the upper end of the pile foundation is embedded into the bottom plate, and the lower end of the pile foundation is embedded into the foundation layer.
Furthermore, a plurality of pile foundations are distributed in a hexagonal area, the pile foundations are constructed by adopting a non-soil-squeezing pile construction process, and the non-soil-squeezing pile construction process comprises punching cast-in-place piles and drilling cast-in-place piles.
Furthermore, the annular underground continuous wall, the hat beam, the lining wall, the bottom plate, the arch support, the cover plate and the pile foundation are all of cast-in-place reinforced concrete structures.
Furthermore, the embedding depth of the phase I groove section and the phase II groove section is larger than 4.0m, and the thickness of the phase I groove section and the thickness of the phase II groove section are 0.8m-1.6 m.
Furthermore, the thickness of the outer edge of the cap beam is 1.5-2.5m, the thickness of the inner edge of the cap beam is 2.0-3.5m, and the thickness of the inner edge of the cap beam is smaller than that of the outer edge of the cap beam; the width of the top of the hat beam is larger than the thickness of the annular underground continuous wall, the horizontal distance from the outer edge wall surface of the hat beam to the outer side wall surface of the annular underground continuous wall is 1.0-1.5m, and the inner edge wall surface of the hat beam is flush with the outer side wall surface of the inner lining wall; the cap beam is poured in a segmented mode, and the construction joints of the cap beam and the joints of the groove sections of the annular underground continuous wall are arranged in a staggered mode.
Furthermore, the lining wall is poured in a vertical layered mode, each layer of lining wall is poured in a segmented mode, and the construction joints of the lining wall are staggered with the construction joints of the cap beam and the joints of the groove sections of the annular underground continuous wall; the outer side wall surface of the uppermost layer of lining wall is flush with the side surface of the cap beam, and the thickness of the rest layers of lining walls is 0.5-0.75m greater than that of the uppermost layer of lining wall; and the sum of the heights of the lining walls on each layer is equal to the excavation depth of the foundation pit.
Further, the thickness of the bottom plate is 5-8 m.
Further, the height of the arch support is 18-25m, and the width of the arch support is 8-13 m; the arch support is of a separated and layered pouring structure, and the number of layered pouring is 5-7.
Further, the post-cast strip is arranged between the arch support and the inner lining wall; the post-cast strip is cast at one time, and the top surface of the post-cast strip is flush with the bottom of the cover plate; and after the post-cast strip is constructed, filling sandy soil between the arch support and the lining wall, wherein the top surface of the sandy soil is flush with the bottom surface of the cover plate.
Furthermore, the cover plate is 0.5-0.8m thick and is a reinforced concrete structure finished by one-time pouring.
Due to the adoption of the technical scheme, the utility model discloses following beneficial effect has:
(1) the utility model discloses an annular underground continuous wall includes I phase groove section 10 and II phase groove sections and forms annular structure, hoop rigidity is big, pile foundation and lower extreme embedding basement stratum through the hexagon distribution, make antidumping and cling compound performance strong, wherein underground continuous wall basis mainly used undertakes the horizontal bearing capacity of superstructure transmission, pile foundation mainly used undertakes the vertical bearing capacity of superstructure transmission, and can satisfy the severe requirement of striding arch bridge superstructure to horizontal displacement and vertical displacement. The utility model discloses have three major functions that keep off soil, prevention of seepage, bear simultaneously, can satisfy deep overburden area and under the overburden layer and have under the operating mode of hydraulic connection near the river system the requirement of long-span arch bridge construction, operation stage to the foundation structure performance.
(2) The utility model discloses a cast-in-place reinforced concrete structure through all adopting the sectional type to pour annular underground continuous wall, cap beam, interior welt wall and hunch seat, pours and is the setting of all staggering of seam everywhere, when can guarantee structural strength, reduces the construction degree of difficulty and the cost of constructing the arch seat foundation of large span arch bridge in deep overburden area by a wide margin.
(3) The utility model discloses still include the post-cast strip, through being provided with the post-cast strip, prevent cast-in-place reinforced concrete structure because the harmful crack that temperature, shrink inequality probably produced can further consolidate the combination basis.
Drawings
Fig. 1 is a plan view of the present invention;
fig. 2 is a front view of the present invention;
fig. 3 is a left side view of the present invention;
FIG. 4 is a construction groove section distribution diagram of the annular underground continuous wall of the utility model;
fig. 5 is a cross-sectional view of the present invention;
fig. 6 is a distribution diagram of the pile foundation of the present invention.
In the attached drawing, 1-annular underground continuous wall, 2-cap beam, 3-lining wall, 4-bottom plate, 5-arch seat, 6-cover plate, 7-pile foundation, 8-backfilled sandy soil, 9-post-pouring belt, 10-I stage groove section and 11-II stage groove section.
Detailed Description
For making the technical features and advantages of the present invention clearer to facilitate the application in practical engineering, it will be described in detail and completely below in the technical solution and the specific implementation method related to the present invention, and obviously, the described embodiment is only a part of, but not all of the embodiments of the present invention. All other embodiments obtained by those skilled in the art without creative efforts based on the present embodiment belong to the protection scope of the present invention.
As shown in fig. 1 to 6, an annular underground continuous wall foundation of a large-span arch bridge in a deep coverage area comprises an annular underground continuous wall 1, a hat beam 2, a lining wall 3, a bottom plate 4, an arch support 5, a cover plate 6, a pile foundation 7 and a post-cast strip 9; wherein:
the annular underground continuous wall 1 comprises a first-stage groove section 10 and a second-stage groove section 11, the first-stage groove section 10 and the second-stage groove section 11 are connected in an alternate mode to form an annular shape, and the bottom of the first-stage groove section 10 and the bottom of the second-stage groove section 11 are both embedded into a foundation layer; the embedding depth of the phase I groove section 10 and the embedding depth of the phase II groove section 11 are both larger than 4.0m, and the thickness of the phase I groove section 10 and the thickness of the phase II groove section 11 are both 0.8m-1.6 m. The hat beam 2 is arranged along the contour of the annular underground continuous wall 1 and is positioned at the top of the annular underground continuous wall 1; the thickness of the outer edge of the cap beam 2 is 1.5-2.5m, the thickness of the inner edge of the cap beam 2 is 2.0-3.5m, and the thickness of the inner edge of the cap beam 2 is smaller than that of the outer edge of the cap beam 2; the width of the top of the hat beam 2 is larger than the thickness of the annular underground continuous wall 1, the horizontal distance from the outer edge wall surface of the hat beam 2 to the outer side wall surface of the annular underground continuous wall 1 is 1.0-1.5m, and the inner edge wall surface of the hat beam 2 is flush with the outer side wall surface of the inner lining wall 3; the cap beam 2 is poured in sections, and the construction joints of the cap beam 2 and the joints of the groove sections of the annular underground continuous wall 1 are arranged in a staggered mode.
The inner lining wall 3 is tightly attached to the inner side wall of the annular underground continuous wall 1; the lining walls 3 are vertically cast in layers, each layer of lining wall 3 is cast in a subsection mode, and construction joints of the lining walls 3 are staggered with construction joints of the cap beams 2 and joints of all groove sections of the annular underground continuous wall 1; the outer wall surface of the uppermost layer of the lining wall 3 is flush with the side surface of the cap beam 2, and the thickness of the rest layers of the lining walls 3 is 0.5-0.75m greater than that of the uppermost layer of the lining wall 3; the sum of the heights of the lining walls 3 on each layer is equal to the excavation depth of the foundation pit. The bottom plate 4 is of a flat plate structure and is paved in the annular underground continuous wall 1, the side face of the bottom plate 4 is connected with the inner side wall of the annular underground continuous wall 1, and the thickness of the bottom plate 4 is 5-8 m. The arch support 5 is arranged on the upper end surface of the bottom plate 4; the top of the cover plate 6 is flush with the top surface of the cap beam 2, and the cover plate 6 covers the upper opening of the annular underground continuous wall 1; the thickness of the cover plate 6 is 0.5-0.8m, and the cover plate is a reinforced concrete structure finished by one-time pouring. The height of the arch support 5 is 18-25m, and the width of the arch support 5 is 8-13 m; the arch support 5 is of a separated and layered pouring structure, and the layered pouring times are 5-7.
The pile foundations 7 are positioned in the annular underground continuous wall 1, and a plurality of pile foundations 7 are distributed in a hexagonal area; the upper end of the pile foundation 7 is embedded into the bottom plate 4, and the lower end of the pile foundation 7 is embedded into a foundation layer; the pile foundation 7 is constructed by adopting a non-extrusion pile construction process, and the non-extrusion pile construction process comprises a punching cast-in-place pile and a drilling cast-in-place pile. The post-cast strip 9 is positioned between the arch support 5 and the inner lining wall 3; the post-cast strip 9 is cast at one time, and the top surface of the post-cast strip 9 is flush with the bottom of the cover plate 6; and after the construction of the post-cast strip 9 is finished, filling sandy soil 8 between the arch support 5 and the lining wall 3, wherein the top surface of the sandy soil is flush with the bottom surface of the cover plate 6. In this embodiment, the annular underground continuous wall 1, the hat beam 2, the lining wall 3, the bottom plate 4, the arch support 5, the cover plate 6 and the pile foundation 7 are all of a cast-in-place reinforced concrete structure.
Based on the above structure, the construction steps of this embodiment specifically include the following:
(1) construction of the pile foundation 7: the concrete position of each pile foundation 7 is determined according to the designed soil body and the site measurement placement, the pile foundation construction adopts a non-soil-extrusion pile construction process, such as impact cast-in-place piles and drilling cast-in-place piles, and the construction sequence of the pile foundation is from the middle to the two sides. When the hole is excavated and the mud is adopted to protect the wall, the underwater concrete is poured in time, the pouring of the concrete is stopped when the elevation of the pile top reaches the designed elevation in the pouring process, and then the drilled hole in the depth range from the pile top to the ground surface is filled and compacted by adopting a mode of backfilling the sandy soil 8.
(2) And (3) conducting wall construction of the annular underground continuous wall 1: the guide walls are arranged on two sides of the annular underground continuous wall 1 and play a role in bearing the load of construction equipment, guiding the slot milling machine and preventing hole collapse at the upper part of the slot section, and the guide walls can be composed of L-shaped reinforced concrete walls and C-shaped reinforced concrete walls, wherein the L-shaped reinforced concrete walls are generally arranged on the outer side, and the C-shaped reinforced concrete walls are generally arranged on the inner side.
(3) Preparing a slurry circulating system: in order to prevent the phenomenon of hole collapse and instability in the process of excavating each groove section of the annular underground continuous wall 1, a mud retaining wall treatment measure is adopted to ensure the stability of the groove wall, and the mud also plays a role in lubricating, suspending drilling slag and cooling a drilling tool. If the construction site is limited by the site area, the slurry circulating system can be arranged on the inner side of the annular underground continuous wall 1, and a slurry storage pool, a stirring pool and a circulating pool are excavated on site. The mud pump pumps the expanded mud into the slotted hole to play a role of protecting the wall, the liquid level of the mud is not lower than the top surface of the guide wall, and the mud with unqualified later indexes, such as the mud recovered by pouring concrete, can be pumped out by reverse circulation of a hydraulic mill and sent to a mud purifier and pumped to a mud storage pool.
(4) Preparing slurry: the wall protection slurry can be prepared from medium-viscosity sodium bentonite and clear water according to a certain proportion, generally 100: 1000, the slurry is stirred by a rotational flow type high-speed slurry stirrer and then is placed into a new slurry pool for standing and puffing for 24 hours, and the phenomena of segregation, precipitation and the like do not occur in the puffed slurry. The slurry can be used when the index of the slurry meets the requirement, and if the index of the slurry after the circular application does not meet the requirement, sodium carboxymethyl cellulose (CMC) or Na can be added into the slurry2CO3The viscosity of the slurry is increased, and the barite powder is added to increase the weight of the slurry so that the slurry can be reused after reaching the use index.
(5) Construction of the annular underground continuous wall 1: the annular underground continuous wall 1 jumping hole construction adopts a grab bucket to dig out an overlying soil layer, adopts a slot milling machine to crush and dig out a harder foundation layer, wherein a first-stage slot section 10 adopts three milling and grooving, a second-stage slot section 11 adopts one milling and grooving, and the width of the first-stage slot section 10 is about three times that of the second-stage slot section 11. During construction, soil bodies on two sides of the groove section are removed, soil bodies on the middle groove section are removed, a slurry retaining wall is adopted in the whole groove milling process, and the perpendicularity of the hydraulic guide plate is tracked and corrected in the groove forming process, so that the perpendicularity is controlled below 1/300. And after the groove sections are excavated, a trenching machine is used for removing sludge at the bottom of the hole, and a steel wire brush is used for brushing the wall of the groove until no sludge is attached to the steel wire brush, so that the connection quality between the groove sections is ensured.
(6) Processing a steel reinforcement cage: the semi-finished products of the reinforcement cage are processed (blanking, bending, tooth opening and the like) in a reinforcement processing factory, conveyed to a site for assembly in batches according to the progress, the reinforcement cage assembly is manufactured according to the principle that the steel bar cage is assembled first, then the steel bar cage is assembled and formed at one time, and the truss is firstly assembled and then the steel bar cage is assembled and formed at one time. PVC section locator is established at the steel reinforcement cage both ends, and the steel sheet locator is established to length direction, and the chisel of later stage pile head of being convenient for is removed to steel reinforcement cage upper end owner muscle overcoat PVC pipe.
(7) Hoisting a steel reinforcement cage: the underground diaphragm wall reinforcement cage is hoisted by two cranes, the maximum weight of the reinforcement cage is 35t, and a 180t crawler crane is used as a main crane; 80t is taken as an auxiliary crane to assist in turning over in the air, a steel carrying pole is adopted for double-hook hoisting, and 8-10 hoisting points of a main hook are arranged at the upper part; and the auxiliary cranes 6-8 are arranged at the middle lower part.
(8) Pouring concrete: two phi 280mm guide pipes are arranged in the first- stage groove section 10, 1 guide pipe is arranged in the second-stage groove section 11, and a compression resistance and air tightness test is carried out before the guide pipes are installed. The concrete pouring adopts an isolation ball method to pour the first plate of concrete, a small amount of mortar is poured for lubrication, then concrete is poured, the extrusion ball plug is buried at the bottom end of each guide pipe, all the guide pipes are fed uniformly, the height difference of the concrete surface is not more than 0.5m, the buried depth of each guide pipe is not less than 2m, and the height of the concrete surface is measured every 30 min. The middle stage II groove section 11 can be constructed 7 days after the construction of the stage I groove sections 10 on the two sides is completed.
(9) And (3) cap beam 2 construction: the construction of the upper cap beam 2 can be carried out after the construction of the annular underground continuous wall 1 is finished, firstly, 2 sections of foundation pits of the cap beam are excavated, after the excavation is carried out to the designed elevation, the concrete pouring work of the cap beam 2 can be carried out after the bottom cleaning and groove inspection are finished, the cap beam 2 is poured in sections, and the construction joints are staggered with the joints of all the continuous groove sections of the annular underground.
(10) Excavation of a foundation pit and construction of a lining wall 3: the excavation work of the foundation pit can be carried out after the construction of the cap beam 2 is finished, when the foundation pit is excavated to the elevation of the bottom of each section of the lining wall 3, the lining wall 3 is poured in time, the lining wall 3 is poured in sections, and the construction joints are staggered with the joints of the cap beam 2 and each groove section of the annular underground continuous wall 1.
(11) And (3) constructing a bottom plate 4: the construction work of the bottom plate 4 can be carried out after the foundation pit is excavated to the design elevation and the bottom cleaning groove is finished, the top of the pile foundation 7 constructed before is cut and cleaned according to the design requirement when the bottom is cleaned, the bottom plate 4 is poured once, and the concrete construction work is guided according to the large-volume concrete construction flow because the once poured concrete volume of the bottom plate 4 is large.
(12) And (3) arch base 5 construction: the arch support 5 is constructed and poured in a layered mode, the construction work of the first layer of concrete of the arch support 5 is immediately carried out after the bottom plate 4 is constructed and the strength of the upper portion of the concrete meets the construction operation strength, and the interval time is not longer than 10 days.
(13) And (3) constructing a post-cast strip 9: after the construction of the arch support 5 is finished, the construction work of the post-cast strip 9 between the arch support 5 and the lining wall 3 can be carried out, the post-cast strip 9 is constructed in a layered mode, and the construction joints between each layer are staggered with the construction joints of the arch support 5.
(14) Backfilling sandy soil: and after the arch support 5 and the post-cast strip 9 are constructed, sand backfilling can be carried out, the space between the arch support 5 and the lining wall 3 is backfilled according to the sand and the compactness of the design gradation, and the sand backfilling height is flush with the bottom surface of the cover plate 6.
(15) And (3) construction of a cover plate 6: the construction work of the cover plate 6 can be carried out after the sand backfilling is finished, the cover plate 6 is poured once, and the maintenance work of the cover plate 6 is noticed after the pouring is finished.
Finally, it should be noted that the above embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same, although the present invention is described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that the technical solutions described in the foregoing embodiments can be modified, or some technical features can be equivalently replaced, and the modifications or the replacements do not make the essence of the corresponding technical solutions depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. The utility model provides a deep overburden area large span arch bridge annular underground continuous wall basis which characterized in that: the device comprises an annular underground continuous wall, a cap beam, a lining wall, a bottom plate, an arch support, a cover plate and a pile foundation; the annular underground continuous wall comprises a first-stage groove section and a second-stage groove section, wherein the first-stage groove section and the second-stage groove section are both arc-shaped, the length of the first-stage groove section is greater than that of the second-stage groove section, a plurality of the first-stage groove sections and a plurality of the second-stage groove sections are separated to form an annular shape, and the bottoms of the first-stage groove sections and the bottoms of the second-stage groove sections are embedded into a foundation layer; the hat beam is of an annular structure, is arranged along the outline of the annular underground continuous wall and is positioned at the top of the annular underground continuous wall; the inner lining wall is tightly attached to the inner side wall of the annular underground continuous wall; the bottom plate is of a flat plate structure, is laid in the annular underground continuous wall and is positioned in the middle of the annular underground continuous wall, and the side surface of the bottom plate is connected with the inner side wall of the annular underground continuous wall; the arch seat is arranged on the upper end surface of the bottom plate; the cover plate covers the upper opening of the annular underground continuous wall, and the top of the cover plate is flush with the top surface of the hat beam; the pile foundation is located in the annular underground continuous wall, the upper end of the pile foundation is embedded into the bottom plate, and the lower end of the pile foundation is embedded into the foundation layer.
2. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the pile foundations are distributed in a hexagonal area and are constructed by adopting a non-extrusion pile construction process, and the non-extrusion pile construction process comprises punching cast-in-place piles and drilling cast-in-place piles.
3. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the annular underground continuous wall, the cap beam, the lining wall, the bottom plate, the arch support, the cover plate and the pile foundation are all of cast-in-place reinforced concrete structures.
4. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the embedding depth of the phase I groove section and the phase II groove section is larger than 4.0m, and the thickness of the phase I groove section and the thickness of the phase II groove section are both 0.8m-1.6 m.
5. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the thickness of the outer edge of the cap beam is 1.5-2.5m, the thickness of the inner edge of the cap beam is 2.0-3.5m, and the thickness of the inner edge of the cap beam is smaller than that of the outer edge of the cap beam; the width of the top of the hat beam is larger than the thickness of the annular underground continuous wall, the horizontal distance from the outer edge wall surface of the hat beam to the outer side wall surface of the annular underground continuous wall is 1.0-1.5m, and the inner edge wall surface of the hat beam is flush with the outer side wall surface of the inner lining wall; the cap beam is poured in a segmented mode, and the construction joints of the cap beam and the joints of the groove sections of the annular underground continuous wall are arranged in a staggered mode.
6. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the lining walls are poured in a layered mode vertically, each layer of lining wall is poured in a segmented mode, and construction joints of the lining walls are staggered with construction joints of the cap beams and joints of all groove sections of the annular underground continuous wall; the outer side wall surface of the uppermost layer of lining wall is flush with the side surface of the cap beam, and the thickness of the rest layers of lining walls is 0.5-0.75m greater than that of the uppermost layer of lining wall; and the sum of the heights of the lining walls on each layer is equal to the excavation depth of the foundation pit.
7. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the thickness of the bottom plate is 5-8 m.
8. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the height of the arch support is 18-25m, and the width of the arch support is 8-13 m; the arch support is of a separated and layered pouring structure, and the number of layered pouring is 5-7.
9. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the post-cast strip is positioned between the arch support and the lining wall; the post-cast strip is cast at one time, and the top surface of the post-cast strip is flush with the bottom of the cover plate; and after the post-cast strip is constructed, filling sandy soil between the arch support and the lining wall, wherein the top surface of the sandy soil is flush with the bottom surface of the cover plate.
10. The annular underground continuous wall foundation of the large-span arch bridge in the deep coverage area as claimed in claim 1, wherein: the cover plate is 0.5-0.8m thick and is a reinforced concrete structure finished by one-time pouring.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110158630A (en) * | 2019-05-31 | 2019-08-23 | 广西路桥工程集团有限公司 | A kind of deep covering layer area large-span arch bridge annular ground continuous wall base |
| CN112145123A (en) * | 2020-09-16 | 2020-12-29 | 华北科技学院 | Underground borehole under-pressure segmented positioning stop device and method |
| CN114960619A (en) * | 2022-06-16 | 2022-08-30 | 中国五冶集团有限公司 | Underground continuous wall guide wall cover plate limiting device and construction method |
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2019
- 2019-05-31 CN CN201920815061.1U patent/CN210315632U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110158630A (en) * | 2019-05-31 | 2019-08-23 | 广西路桥工程集团有限公司 | A kind of deep covering layer area large-span arch bridge annular ground continuous wall base |
| CN112145123A (en) * | 2020-09-16 | 2020-12-29 | 华北科技学院 | Underground borehole under-pressure segmented positioning stop device and method |
| CN114960619A (en) * | 2022-06-16 | 2022-08-30 | 中国五冶集团有限公司 | Underground continuous wall guide wall cover plate limiting device and construction method |
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Address after: 530200 No.21 Pingle Avenue, Liangqing District, Nanning City, Guangxi Zhuang Autonomous Region Patentee after: GUANGXI ROAD AND BRIDGE ENGINEERING GROUP Co.,Ltd. Address before: 530011 Zhonghua Road 17, Xingning District, the Guangxi Zhuang Autonomous Region, Nanning Patentee before: GUANGXI ROAD AND BRIDGE ENGINEERING GROUP Co.,Ltd. |