Construction method of comprehensive pipe gallery foundation under unfavorable geological conditions of soil-rock connection
By dividing different construction areas at the junction of soil and rock and carrying out targeted construction, the problem of large differences in bearing capacity and compression modulus of the comprehensive pipeline foundation under the geological conditions of poor soil and rock junction is solved, and the uniform bearing capacity of the foundation and the stability of the pipeline structure are achieved.
Patent Information
- Application Number
- CN202510387185.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-03-31
- Publication Date
- 2025-05-23
AI Technical Summary
Under the geological conditions of poor soil and rock junction, the bearing capacity and compression modulus of the comprehensive pipeline foundation vary greatly, resulting in uneven settlement in the pipeline section, affecting the structure and function of the pipeline corridor.
By planning the sub-filling boundary line on the construction drawings, the junction of soil and rock is divided into the land foundation construction area, the rock foundation construction area, the first construction area and the second construction area, and targeted construction is carried out for each area according to the geological conditions, and different materials are used for sub-filling construction to achieve a good transition of bearing capacity and compression modulus.
It effectively reduces the bearing capacity difference and compression modulus difference of the foundation at the junction of soil and rock, avoids uneven settlement, and ensures the structural stability and functional normality of the integrated pipeline corridor.
Smart Images
Figure CN120026648A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of building construction, and in particular to a construction method for a comprehensive pipe gallery foundation under geological conditions where soil-rock junction is poor. Background Art
[0002] The utility corridor is a light building with a low foundation burial depth, requiring a small foundation bearing capacity, but requiring high foundation stability. The utility corridor is a linear project. Generally, during construction, it is necessary to set the design elevation, i.e., the base position, so that the bottom of the utility corridor is located at the base, and the utility corridor as a whole is on the same horizontal plane. When constructing an utility corridor in the western region, it is easy to have a foundation at the junction of soil and rock. The soil-rock boundary line divides the utility corridor installation area obliquely, which will cause a large difference in the bearing capacity and compression modulus of the soil-rock junction. In addition, when some foundations are dug to the design elevation, no bearing layer that meets the requirements is found, and the foundation construction is carried out. This can easily cause large uneven settlement in the later segments of the utility corridor, resulting in damage to the utility corridor structure, and thus affecting the utility corridor function.
[0003] In view of this, it is necessary to design a construction method for the foundation of a comprehensive pipeline corridor under geological conditions with poor soil-rock junction to solve the above problems. Summary of the invention
[0004] The purpose of the present invention is to provide a construction method for a comprehensive pipeline corridor foundation under geological conditions with poor soil-rock junction, which avoids damage to the pipeline corridor structure due to large uneven settlement in the comprehensive pipeline corridor segment caused by large differences in the bearing capacity and compression modulus of the soil-rock junction, by reasonably dividing the soil-rock junction part and carrying out targeted construction in different areas according to the geological conditions.
[0005] To achieve the above-mentioned purpose, the present invention provides a construction method for a comprehensive pipe gallery foundation under geological conditions where the soil-rock interface is poor, comprising the following steps: S1. Plan the pipe gallery installation area on the construction drawing and mark the soil-rock boundary line at the soil-rock junction, and make a replacement boundary line parallel to the width direction of the pipe gallery through the midpoint of the soil-rock boundary line located in the pipe gallery installation area, so that a land foundation construction area, a rock foundation construction area, and a first construction area with the same geology as the rock foundation construction area and located between the land foundation construction area and the rock foundation construction area, which is formed by the replacement boundary line, the soil-rock boundary line, and one side of the pipe gallery installation area, and a second construction area with the same geology as the land foundation construction area, which is formed by the replacement boundary line, the soil-rock boundary line, and the side of the pipe gallery installation area away from the first construction area; S2. Replace and fill each construction area to the designed elevation of the pipeline corridor, i.e., the base position, wherein the land foundation construction area and the rock foundation construction area are replaced and filled with different materials, the first construction area is replaced and filled with the same material as the land foundation construction area, and the second construction area is replaced and filled with the same material as the rock foundation construction area.
[0006] As a further improvement of the present invention, in step S2, the first construction area and the land foundation construction area are filled with graded crushed stone, and the second construction area and the rock foundation construction area are filled with concrete.
[0007] As a further improvement of the present invention, the construction steps of each construction area are: Soil foundation construction area: excavate downward from the base to the bearing layer. When the height between the base and the bearing layer is not greater than the predetermined height value, the excavation area is replaced with graded crushed stone; when the height between the base and the bearing layer is greater than the predetermined height value, along the vertical downward direction, the part below the predetermined height value of the excavation area is replaced with block stone, and the part within the predetermined height value is replaced with graded crushed stone; Rock foundation construction area: excavate from the base to the bearing layer and use concrete for replacement; The first construction area: excavate from the base to the bearing layer, and use graded crushed stone for replacement; The second construction area: excavate from the base downward to the bearing layer. When the height between the base and the bearing layer is not greater than the predetermined height value, the excavation area will be filled with concrete. When the height between the base and the bearing layer is greater than the predetermined height value, the part below the predetermined height value of the excavation area will be filled with blocks of stone in the vertical downward direction, and the part within the predetermined height value will be filled with concrete.
[0008] As a further improvement of the present invention, the predetermined height value is 2-2.5m.
[0009] As a further improvement of the present invention, before construction of the soil foundation construction area, if the soil foundation construction area is a sunken area with a height between the bottom surface and the base greater than a predetermined height value, the soil foundation construction area is first backfilled so that the distance between the bottom surface and the base is equal to the predetermined height value, and then graded crushed stone is used for filling.
[0010] As a further improvement of the present invention, a layered backfilling method is adopted when replacing graded crushed stone, and the layered backfilling thickness does not exceed 300 mm.
[0011] As a further improvement of the present invention, the graded crushed stone filling area formed by replacing the graded crushed stone is further provided with at least one layer of geogrid.
[0012] As a further improvement of the present invention, the concrete is C20 rubble concrete.
[0013] As a further improvement of the present invention, the rubble content of the C20 rubble concrete is ≤20%, and the rubble strength is ≥MU20.
[0014] As a further improvement of the present invention, a certain outward expansion construction is carried out on the four construction areas along the width direction of the pipeline corridor to improve the overall bearing effect of the foundation.
[0015] As a further improvement of the present invention, The beneficial effects of the present invention are: 1. The present invention further makes a replacement boundary line according to the soil-rock boundary line, divides the soil-rock junction part into a land foundation construction area, a rock foundation construction area, a first construction area and a second construction area, and carries out targeted construction in each construction area, which can effectively reduce the bearing capacity difference and compression modulus difference of the foundation at the soil-rock junction, and avoid uneven settlement of the comprehensive pipeline corridor due to uneven settlement at the soil-rock junction in the later stage, which affects the pipeline corridor function.
[0016] 2. The present invention uses the same materials for the construction of the first construction area belonging to rock geology and the land foundation construction area, and uses the same materials for the construction of the second construction area belonging to soil geology and the rock foundation construction area, so that the soil-rock junction part can provide relatively uniform support for the comprehensive pipeline corridor. That is, the present invention divides the soil-rock junction part into the first construction area and the second construction area by combining the replacement dividing line, and performs reverse construction on the first construction area and the second construction area, which can achieve a good transition of the bearing capacity and compression modulus at the soil-rock junction, thereby avoiding a large settlement of the comprehensive pipeline corridor structure located at the soil-rock junction. BRIEF DESCRIPTION OF THE DRAWINGS
[0017] Figure 1 This is a schematic diagram of the construction of the comprehensive pipeline corridor foundation under geological conditions with poor soil-rock junction.
[0018] Figure 2 This is a schematic diagram of the outward expansion construction of the comprehensive pipeline corridor foundation under geological conditions with poor soil-rock junction.
[0019] Figure 3 This is a construction schematic diagram in which the horizontal plane of the soil foundation construction area is higher than the base position.
[0020] Figure 4 It is a construction schematic diagram in which the horizontal plane of the soil foundation construction area is lower than a certain height of the base position.
[0021] Reference numerals 10. Pipeline corridor installation area; 11. Integrated pipeline corridor; 21. Soil-rock boundary line; 22. Replacement boundary line; 231. First parallel line; 232. Second parallel line; 30. Land foundation construction area; 31. Land foundation expansion area; 321. Foundation compaction area; 322. Graded gravel filling area; 323. Backfill area; 324. Geogrid; 40. Rock foundation construction area; 41. Rock foundation expansion area; 50. First construction area; 51. First expansion area; 60. Second construction area; 61. Second expansion area. DETAILED DESCRIPTION
[0022] In order to make the purpose, technical solutions and advantages of the present invention more clear, the present invention is described in detail below with reference to the accompanying drawings and specific embodiments.
[0023] It should also be noted that, in order to avoid obscuring the present invention due to unnecessary details, only structures and / or processing steps closely related to the scheme of the present invention are shown in the drawings, while other details that are not closely related to the present invention are omitted.
[0024] In addition, it should be noted that the terms "comprises", "includes" or any other variations thereof are intended to cover non-exclusive inclusion, so that a process, method, article or apparatus that includes a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or apparatus.
[0025] like Figure 1-Figure 4 As shown, the present invention provides a construction method for a comprehensive pipe gallery foundation under geological conditions where the soil-rock interface is poor, comprising the following steps: S1, a replacement boundary line 22 is made parallel to the width direction of the pipe gallery through the midpoint of the soil-rock boundary line 21 located in the pipe gallery installation area 10, so that a land foundation construction area 30, a rock foundation construction area 40, and a first construction area 50 with the same geology as the rock foundation construction area 40 formed by the replacement boundary line 22, the soil-rock boundary line 21 and one side of the pipe gallery installation area 10 between the land foundation construction area 30 and the rock foundation construction area 40, and a second construction area 60 with the same geology as the land foundation construction area 30 formed by the replacement boundary line 22, the soil-rock boundary line 21 and the side of the pipe gallery installation area 10 away from the first construction area 50; S2. Replace and fill each construction area to the designed elevation of the pipeline corridor, i.e., the base position, wherein the land foundation construction area 30 and the rock foundation construction area 40 are replaced and filled with different materials, the first construction area 50 is replaced and filled with the same material as the land foundation construction area 30, and the second construction area 60 is replaced and filled with the same material as the rock foundation construction area 40.
[0026] Specifically, after completing the foundation construction of the above-mentioned comprehensive pipeline corridor, the pipeline corridor cushion concrete and pipeline corridor structure construction will be carried out at the base position according to the actual situation.
[0027] Specifically, in step S2, the first construction area 50 and the land foundation construction area 30 are filled with graded crushed stones, and the second construction area 60 and the rock foundation construction area 40 are filled with concrete.
[0028] Exemplarily, the maximum particle size of the graded crushed stone is ≤31.5 mm, and the content of particles passing through a 0.075 sieve hole in the graded crushed stone is ≤5%; the concrete is C20 flaky concrete, the flaky content of the C20 flaky concrete is ≤20%, and the flaky strength is ≥MU20.
[0029] Specifically, before the foundation construction is carried out, the ground is excavated according to the design elevation of the pipe gallery. After the excavation reaches the design elevation, i.e., the predetermined pipe gallery base position, the foundation bearing capacity is tested by drilling. In this embodiment, the foundation construction is carried out when no bearing layer that meets the requirements is found when the excavation reaches the base position. The construction steps for each construction area are as follows: (1) Land foundation construction area Excavate downward from the base to the bearing layer. When the height between the base and the bearing layer is not more than 2m, the excavated area is backfilled with graded crushed stone to the base. When the height between the base and the bearing layer is more than 2m, the part below 2m of the excavated area is backfilled with block stones to squeeze the original foundation vertically downward, so that the density of the bearing surface formed after squeezing is ≥0.94, and then the graded crushed stone is backfilled on the compacted bearing surface to the base. The graded crushed stone backfill is backfilled in layers, so that the compaction coefficient of the graded crushed stone filling area 322 is ≥0.97, the bearing capacity characteristic value is ≥150KPa, the compression modulus is ≥5.5MPa, and the layered backfill thickness is ≤300mm. In addition, at least one layer of geogrid 324 is provided in the graded gravel filling area 322 to prevent stress concentration from occurring in the graded gravel filling area 322 after being stressed, thereby enhancing the stability of the overall structure of the foundation after the replacement filling; The geogrid 324 is arranged with the replacement height of the graded gravel filling area 322 being 2m. Three layers of geogrids 324 are arranged in the graded gravel filling area 322. The spacing between adjacent geogrids 324 and the height between the geogrid 324 near the base and the base are both 500mm.
[0030] In addition, in actual situations, since the horizontal plane of the soil foundation construction area 30 may be higher than the base position or lower than the base position, it is necessary to construct the soil foundation construction area 30 according to actual conditions. When the horizontal plane of the soil foundation construction area 30 is higher than the base position, excavation is carried out to the base position in the above-mentioned excavation and replacement method, and then excavation construction is continued downward. At this time, the soil foundation construction area 30 forms a foundation compaction area 321 and a graded crushed stone filling area 322 located above the foundation compaction area 321 ( Figure 3 ); When the horizontal plane of the soil foundation construction area 30 is lower than a certain height of the base position, for example, the soil foundation construction area 30 is a sunken area with a height between the bottom surface and the base greater than 2m, the soil foundation construction area 30 is first backfilled until the distance between the bottom surface of the soil foundation construction area 30 and the base is 2m, and then graded crushed stone is used for filling, and geogrid 324 is arranged in the graded crushed stone filling area 322, that is, when the horizontal plane of the soil foundation construction area 30 is lower than a certain height of the base position, the foundation construction is carried out by backfilling and filling. At this time, the soil foundation construction area 30 forms a backfill area 323 and a graded crushed stone filling area 322 located above the backfill area 323 ( Figure 4 ).
[0031] (2) Rock foundation construction area Excavate downward from the base to the bearing layer, and use C20 rubble concrete to replace the filling to the base.
[0032] (3) First construction area Excavate downward from the base position to the bearing layer, use graded crushed stone to replace the base position, and lay out the geogrid 324 in the graded crushed stone. The construction method of replacing the graded crushed stone and the layout method of the geogrid 324 in the first construction area 50 are the same as those in the land foundation construction area 30, and will not be repeated here.
[0033] (4) Second construction area Excavate downward from the base to the bearing layer. When the height between the base and the bearing layer is not more than 2m, the excavated area will be backfilled with C20 rubble concrete to the base. When the height between the base and the bearing layer is more than 2m, the part below 2m of the excavated area will be backfilled with blocks in the vertical downward direction to squeeze the original foundation, so that the density of the bearing surface formed after squeezing is ≥0.94. After that, C20 rubble concrete will be backfilled on the compacted bearing surface to the base.
[0034] The present invention divides the special geological conditions at the junction of soil and rock into regions by making a replacement and filling boundary line 22 parallel to the width direction of the pipeline corridor at the midpoint of the soil-rock boundary line 21 located in the pipeline corridor installation area 10, forming a first construction area 50 and a second construction area 60, and performing reverse construction on the first construction area 50 and the second construction area 60, that is, the first construction area 50 with the same geology as the rock foundation construction area 40 adopts the same material as the land foundation construction area 30 for replacement and filling construction, and the second construction area 60 with the same geology as the land foundation construction area 30 adopts the same material as the rock foundation construction area 40 for replacement and filling construction, so that after the construction is completed, the pipeline corridor installation area can be installed along the pipeline corridor. The bearing capacity and compression modulus of the foundation at the junction of soil and rock can achieve a good transition in the width direction of the installation area 10 and along the length direction of the pipeline corridor installation area 10, so that when the settlement joint of the pipeline corridor is subsequently aligned with the replacement boundary line 22 for pipeline corridor installation, the bearing capacity of the pipeline corridor on the left and right parts of the settlement joint can be relatively uniform. That is, the present invention divides the replacement boundary line 22 at the midpoint of the soil-rock boundary line 21 located in the pipeline corridor installation area 10, and then cooperates with the reverse construction of the first construction area 50 and the second construction area 60, so that the bearing capacity and compression modulus at the junction of soil and rock can achieve a good transition, thereby avoiding a large settlement of the integrated pipeline corridor 11 structure located at the junction of soil and rock.
[0035] Specifically, when carrying out construction in each construction area, the four construction areas can be expanded to a certain extent along the width direction of the pipeline corridor according to actual conditions to improve the bearing effect of the foundation.
[0036] For example, Figure 2 As shown, a first parallel line 231 and a second parallel line 232 are respectively drawn on both sides of the pipe gallery along the length direction parallel to the pipe gallery installation area 10, wherein the first parallel line 231 is located on the side of the first construction area 50 away from the second construction area 60, and the second parallel line 232 is located on the side of the second construction area 60 away from the first construction area 50; When constructing each construction area, the foundation is expanded accordingly according to the divided parallel lines, so that the width of the top surface of the foundation is equal to the distance between the two parallel lines, that is, the width of the completed foundation is greater than the width of the pipe gallery. Figure 2 As shown, corresponding to the positions of each construction area, there are respectively formed land foundation expansion areas 31 located on both sides of the land foundation construction area 30, rock foundation expansion areas 41 located on both sides of the rock foundation construction area 40, a first expansion area 51 and a second expansion area 61, wherein the first expansion area 51 is formed by the soil-rock boundary line 21, the extension line part of the replacement boundary line 22, the first parallel line 231 and one side of the corridor installation area 10, and the second expansion area 61 is formed by the soil-rock boundary line 21, the extension line part on the other side of the replacement boundary line 22, the second parallel line 232 and the corridor installation area 10 away from the first construction area 50.
[0037] Exemplarily, the distance from the first parallel line 231 to the corresponding side of the pipe gallery installation area 10 and the distance from the second parallel line 232 to the corresponding side of the pipe gallery installation area 10 are both 1000 mm.
[0038] Figure 3-Figure 4 The schematic diagram of the integrated pipe gallery 11 installed in the pipe gallery installation area 10. In practice, there are situations where the horizontal plane of the soil foundation construction area 30 is higher than the base position or lower than the base position. When the horizontal plane of the soil foundation construction area 30 is higher than the base position, that is, when the excavation and replacement construction method is adopted, the shape formed by the excavation of the soil foundation construction area 30 is an inverted trapezoid, and the distance from both sides of the bottom surface of the inverted trapezoid to the corresponding side of the pipe gallery installation area 10 is 1000mm, that is, the distance from both sides of the foundation compaction area 321 to the corresponding side of the integrated pipe gallery 11 is 1000mm ( Figure 3 ); When the horizontal plane of the soil foundation construction area 30 is lower than a certain height of the base position, that is, when the backfill and filling construction method is adopted, the shape formed by the excavation of the soil foundation construction area 30 is a regular trapezoid, and the distance from both sides of the regular trapezoid top surface to the corresponding side of the integrated pipe gallery 11 is 1000mm, that is, the distance from both sides of the top surface of the graded gravel filling area 322 to the corresponding side of the integrated pipe gallery 11 is 1000mm ( Figure 4 ).
[0039] Specifically, the construction method of the comprehensive pipe gallery foundation under the geological condition of poor soil-rock junction is suitable for the situation where the soil-rock boundary line 21 obliquely divides the pipe gallery installation area 10, so as to achieve a good transition at the soil-rock junction. Figure 1 The figure in the figure is a schematic diagram of the soil-rock boundary line 21 being an oblique straight line. In actual operation, when the soil-rock boundary line 21 is an overall oblique bending line, a replacement boundary line 22 parallel to the width direction of the corridor can be made through the center position of the soil-rock boundary line 21 located in the corridor installation area 10.
[0040] The above embodiments are only used to illustrate the technical solution of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solution of the present invention may be modified or replaced by equivalents without departing from the spirit and scope of the technical solution of the present invention.
Claims
1. A construction method for a comprehensive pipe gallery foundation under geological conditions where soil and rock do not meet, characterized in that: The following steps are involved: S1. Plan the pipe gallery installation area on the construction drawing and mark the soil-rock boundary line at the soil-rock junction, and make a replacement boundary line parallel to the width direction of the pipe gallery through the midpoint of the soil-rock boundary line located in the pipe gallery installation area, so that a land foundation construction area, a rock foundation construction area, and a first construction area with the same geology as the rock foundation construction area and located between the land foundation construction area and the rock foundation construction area, which is formed by the replacement boundary line, the soil-rock boundary line, and one side of the pipe gallery installation area, and a second construction area with the same geology as the land foundation construction area, which is formed by the replacement boundary line, the soil-rock boundary line, and the side of the pipe gallery installation area away from the first construction area; S2. Replace and fill each construction area to the designed elevation of the pipeline corridor, i.e., the base position, wherein the land foundation construction area and the rock foundation construction area are replaced and filled with different materials, the first construction area is replaced and filled with the same material as the land foundation construction area, and the second construction area is replaced and filled with the same material as the rock foundation construction area.
2. The construction method of the comprehensive pipe gallery foundation under the geological conditions of poor soil-rock junction according to claim 1 is characterized by: In step S2, the first construction area and the land foundation construction area are filled with graded crushed stone, and the second construction area and the rock foundation construction area are filled with concrete.
3. The construction method of the comprehensive pipe gallery foundation under the geological conditions of poor soil-rock junction according to claim 2 is characterized by: The construction steps for each construction area are as follows: Soil foundation construction area: excavate downward from the base to the bearing layer. When the height between the base and the bearing layer is not greater than the predetermined height value, the excavation area is replaced with graded crushed stone; when the height between the base and the bearing layer is greater than the predetermined height value, along the vertical downward direction, the part below the predetermined height value of the excavation area is replaced with block stone, and the part within the predetermined height value is replaced with graded crushed stone; Rock foundation construction area: excavate from the base to the bearing layer and use concrete for replacement; The first construction area: excavate from the base to the bearing layer, and use graded crushed stone for replacement; The second construction area: excavate from the base downward to the bearing layer. When the height between the base and the bearing layer is not greater than the predetermined height value, the excavation area will be filled with concrete. When the height between the base and the bearing layer is greater than the predetermined height value, the part below the predetermined height value of the excavation area will be filled with blocks of stone in the vertical downward direction, and the part within the predetermined height value will be filled with concrete.
4. The construction method of the comprehensive pipe gallery foundation under the geological conditions of poor soil-rock junction according to claim 3 is characterized by: The predetermined height value is 2-2.5m.
5. The construction method of the comprehensive pipe gallery foundation under the geological conditions of poor soil-rock junction according to claim 3 is characterized by: Before construction of the soil foundation construction area, if the soil foundation construction area is a concave area with a height between the bottom surface and the base greater than a predetermined height value, the soil foundation construction area is first backfilled to make the distance between the bottom surface and the base equal to the predetermined height value, and then filled with graded crushed stone.
6. The construction method of the comprehensive pipe gallery foundation under the geological conditions of poor soil-rock junction according to claim 3 is characterized by: When replacing graded crushed stone, a layered backfill method is adopted, and the layered backfill thickness does not exceed 300mm.
7. The construction method of the comprehensive pipe gallery foundation under the geological condition of poor soil-rock junction according to claim 3 is characterized by: The graded crushed stone filling area formed by replacing the graded crushed stone is also provided with at least one layer of geogrid.
8. The construction method of the comprehensive pipe gallery foundation under the geological condition of poor soil-rock junction according to claim 2 is characterized by: The concrete is C20 rubble concrete.
9. The construction method of the comprehensive pipe gallery foundation under the geological condition of poor soil-rock junction according to claim 8 is characterized by: The rubble content of the C20 rubble concrete is ≤20%, and the rubble strength is ≥MU20.
10. The construction method of the comprehensive pipe gallery foundation under the geological condition of poor soil-rock junction according to claim 1 is characterized by: A certain amount of outward expansion construction is carried out in the four construction areas along the width of the corridor to improve the overall bearing effect of the foundation.