CN117107820A - Existing pipeline lower earth excavation construction method - Google Patents
Existing pipeline lower earth excavation construction method Download PDFInfo
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- CN117107820A CN117107820A CN202311187508.2A CN202311187508A CN117107820A CN 117107820 A CN117107820 A CN 117107820A CN 202311187508 A CN202311187508 A CN 202311187508A CN 117107820 A CN117107820 A CN 117107820A
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- 238000010276 construction Methods 0.000 title claims abstract description 57
- 238000009412 basement excavation Methods 0.000 title claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 64
- 239000010959 steel Substances 0.000 claims abstract description 64
- 238000003825 pressing Methods 0.000 claims abstract description 21
- 239000002689 soil Substances 0.000 claims abstract description 14
- 238000005520 cutting process Methods 0.000 claims abstract description 11
- 238000004140 cleaning Methods 0.000 claims abstract description 6
- 239000002893 slag Substances 0.000 claims abstract description 5
- 238000000034 method Methods 0.000 claims description 28
- 239000004567 concrete Substances 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 10
- 230000008569 process Effects 0.000 claims description 7
- 239000000725 suspension Substances 0.000 claims description 6
- 230000004048 modification Effects 0.000 claims description 4
- 238000012986 modification Methods 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000005012 migration Effects 0.000 claims description 3
- 238000013508 migration Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 239000010410 layer Substances 0.000 description 26
- 238000010586 diagram Methods 0.000 description 5
- 239000011449 brick Substances 0.000 description 4
- 239000004575 stone Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 229920000742 Cotton Polymers 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The application relates to the technical field of earth excavation, and provides a construction method for excavating earth below an existing pipeline, which comprises the following steps: positioning paying-off, ground breaking and cleaning; constructing a support pile and a crown beam positioned at the top of the support pile on one side of the earthwork to be excavated, constructing a pressing beam positioned at the top of the crown beam, installing overhanging steel on the pressing beam, and supporting the existing pipeline by using the overhanging steel; carrying out earth excavation to a cushion layer by adopting a grading slope-releasing open cut mode so as to form a foundation pit for constructing an underground structure; constructing a truss foundation on a cushion layer below the existing pipeline, installing a truss on the truss foundation, and supporting the existing pipeline by using the truss; cutting and breaking the supporting piles and transporting slag soil. The application not only effectively solves the problems of difficult coordination work, delay construction period, economic loss and the like caused by dismantling the original pipeline, but also greatly shortens the construction period and reduces the influence on the operation of the high-speed rail station.
Description
Technical Field
The application belongs to the technical field of earth excavation, and particularly relates to a construction method for earth excavation below an existing pipeline.
Background
At present, with the continuous development of social economy in China, the planning construction of urban traffic also presents a trend of extending to lower-layer space, deep foundation pit support and excavation are carried out in a front platform area of a high-speed rail station with intense land, and the application of support modes such as pile arrangement, anchor rods and the like is limited due to complex geological conditions, large passenger flow, more underground pipelines and the like.
Chinese patent publication No. CN105544603a discloses a construction method for reinforcing an underground pipeline, in which a newly added underground pipeline or structure meets an original pipeline to an original pipeline top elevation, truss concrete foundation construction is performed on two sides of a foundation trench formed by excavating earthwork, truss installation is performed after the truss concrete foundation reaches strength, truss columns are respectively fixed on the truss concrete foundation on two sides of the foundation trench, truss beams are connected between bottoms of the two truss columns, and compared with other methods, under the condition that the original underground pipeline is not removed and normal use of the original pipeline is not affected, the problems of difficult coordination work, delay of construction period, economic loss and the like caused by removing the original pipeline are effectively solved; the method has the advantages of simple construction, turnover of tools, low construction cost, short construction period and the like. However, the method has the corresponding problems: the existing water pipes and cables are extremely easy to damage in excavation construction, and the normal operation of railways and sedimentation of surrounding buildings are seriously influenced. Therefore, the selection of a proper construction process is particularly important in this case.
Disclosure of Invention
Aiming at the problems in the prior art, the application provides a construction method for excavating earthwork below an existing pipeline, which has the advantages of simple construction mode, strong operability, low cost and the like, and ensures normal use of water and electricity of a railway during construction by carrying out earthwork excavation and pipeline reinforcement in stages, so that the construction period is greatly shortened, and the influence on the operation of a high-speed railway station is reduced.
The application provides a construction method for excavating earthwork below an existing pipeline, which comprises the following steps:
performing measurement positioning paying-off, ground breaking and cleaning; carrying out migration, modification and reinforcement treatment on the existing pipeline, constructing a support pile on one side of the soil to be excavated, constructing a crown beam positioned at the top of the support pile, constructing a pressing beam positioned at the top of the crown beam, installing overhanging steel on the pressing beam, and supporting the existing pipeline by using the overhanging steel; carrying out earth excavation to a cushion layer by adopting a grading slope-releasing open cut mode so as to form a foundation pit for constructing an underground structure; constructing a truss foundation on a cushion layer below the existing pipeline, installing a truss on the truss foundation, and supporting the existing pipeline by using the truss; cutting and breaking the supporting piles and transporting slag soil.
Further, the step of constructing a press beam positioned at the top of the crown beam, and installing overhanging steel on the press beam comprises the following steps: the method comprises the steps of arranging longitudinal ribs of a pressing beam on the top of the crown beam in a through-length mode, connecting the crown beam with the longitudinal ribs of the pressing beam in a rib planting mode on the surface of the crown beam, carrying out cast-in-situ construction of the pressing beam, reserving holes penetrating through the upper end and the lower end of the pressing beam, enabling overhanging steel to penetrate through the holes, and grouting and plugging the holes.
Further, the step of installing overhanging steel on the press beam further comprises: a suspension piece is arranged at the front end of the overhanging steel, and the existing pipeline is supported by the suspension piece; and a diagonal member is arranged at the rear end of the overhanging steel and is connected with the support pile.
Further, the cantilever steel is distributed in a plurality along the length direction of the press beam; the suspension piece comprises channel steel, round steel and a pressing plate, wherein the upper end of the round steel is connected with the overhanging steel through the pressing plate, the lower end of the round steel is connected with the channel steel, and the channel steel is supported at the bottom of an existing pipeline.
Further, the step of excavating earth to the cushion layer by adopting a grading slope open cut mode comprises the following steps: excavating earthwork to a first target depth by adopting a mode of manually matching with an excavator so as to finish the first layer earthwork excavation; excavating earthwork to a second target depth to finish second-layer earthwork excavation; and excavating earthwork to the cushion layer to finish the earthwork excavation of the third layer.
Further, in the process of excavating the earthwork to the first target depth, pile jumping and breaking construction of the local support piles is carried out; and after the truss is installed on the truss foundation, cutting and breaking construction of the residual support piles is carried out.
Further, the step of cutting and breaking the support piles includes: cutting a steel pile casing of the support pile and breaking concrete.
Further, before the outer slag soil transporting, the method further comprises the construction of breaking the crown beam and the compression beam.
Further, after the externally transporting the dregs, the method further comprises the step of constructing an underground structure: constructing a bottom plate and a top plate of an underground structure, wherein holes for trusses to pass through are formed in the top plate; and after the roof is poured to reach the design strength, removing the truss, plugging the holes of the roof, and completing roof construction.
And further, after the construction of the top plate is completed, dismantling the overhanging steel, and carrying out the construction of the ground layer above the top plate.
The beneficial effects of the application are as follows: through grading slope-releasing open excavation construction, earth excavation is realized on the premise of ensuring normal water and electricity consumption of the railway, and the overall safety and stability of side slope support are greatly improved; through the upper cantilever steel bearing and the lower truss supporting mode, pipeline reinforcement is carried out in stages, foundation pit excavation and underground structure construction within the influence range of the pipeline are completed, the problems of difficult coordination work, construction period delay, economic loss and the like caused by dismantling the original pipeline are effectively solved, the construction period is greatly shortened, and the influence on the operation of a high-speed rail station is reduced.
Drawings
Fig. 1 is a schematic flow chart of a method for excavating earth under an existing pipeline.
Fig. 2 is a schematic view of the construction method of the present application after the ground breaking and cleaning work is completed.
Fig. 3 is a schematic structural view of the overhanging steel support pipeline of the construction method of the application.
Fig. 4 is a schematic structural view of the construction method of the present application for completing the first layer earth excavation.
Fig. 5 is a schematic diagram of a construction method for completing second-layer earth excavation according to the present application.
Fig. 6 is a schematic structural view of the construction method of the present application for completing the earth excavation of the third layer.
Fig. 7 is a schematic structural diagram of the truss construction completed by the construction method of the present application.
Fig. 8 is a schematic structural view of the construction method of the present application after cutting and breaking the support piles.
Fig. 9 is a schematic diagram of the construction of the floor of an underground structure by the construction method of the present application.
Fig. 10 is a schematic diagram of the construction of the top plate of the underground structure according to the construction method of the present application.
FIG. 11 is a schematic diagram of the construction of the ground layer of the construction method of the present application.
In the figure, 1-support piles; 2-crown beam; 3-pressing the beam; 4-overhanging steel; 5-pipeline; 6-truss; 7-truss foundation; 8-channel steel; 9-round steel; 10-pressing plates; 11-a cable-stayed piece; 12-a bottom plate; 13-roof.
Detailed Description
The application is described in further detail below with reference to the drawings and specific examples.
The method for excavating and constructing the soil below the existing pipeline shown in fig. 1 comprises the following steps:
and step 1, carrying out measurement positioning paying-off, ground breaking and cleaning.
The method is characterized in that a site is leveled before construction, an excavation upper line is discharged according to an excavation slope coefficient, a construction working surface is required to be considered, the foundation is excavated layer by layer, the outer side of the foundation reaches the slope by 800-1000 mm, open ditch drainage is arranged in the range, a drawing paper, a leveling instrument for measuring the elevation, a staff gauge, a long reel, a small wood pile, lime, cotton lines and other tools are required to be prepared during excavation, and the foundation is leveled by manpower in a manner that the thickness of reserved soil is 200-300 mm.
The mechanical equipment comprises a 20 ton weight 150 hook machine 1 and a forklift 1.
The ground cleaning work includes: ground stone, concrete rupture, original temporary enclosure removal and the like, and because no detailed underground existing pipeline 5 (also called pipeline 5 for short) is arranged, manual layered excavation is adopted, and the excavation depth of each layer is not more than 500mm until the underground pipeline 5 is ascertained and marked, as shown in figure 2.
Before each working procedure (working condition) is constructed, firstly adopting a geophysical prospecting detection method to determine whether the underground pipeline and facilities exist or not according to drawing information and field prospecting data, determining the approximate position of the pipeline 5, then excavating a trench to find out the existing pipeline 5 in shallow underground, wherein the trench is required to be manually excavated, and the pipeline 5 which needs to be protected and reinforced is required to be fully excavated and exposed and cannot be omitted; the pipeline 5 needing line changing and abolishing is dug out in whole or in part according to the situation, the width and depth of the groove are required to meet the requirement of cable protection, the drainage measures of the groove are made, temporary drainage ditches, water collection pits and the like can be dug out, color strips are prepared, drainage is organized immediately after rainfall, site supervision, inspection and side station system are enhanced, the side station work is strictly made in the pipeline 5 digging process, the problem finding is processed in time, various materials and equipment cannot be piled up in the construction area before the position of the pipeline 5 is determined, and various vehicle machines cannot drive in.
And 2, carrying out migration, modification and reinforcement treatment on the existing pipeline 5, arranging a cast-in-situ C25 concrete pressure beam 3 on the top of the crown beam 2 of the support pile 1 in a through length manner, connecting with longitudinal ribs of the pressure beam 3 in a manner of planting ribs on the surface of the crown beam 2, and reinforcing the overground pipeline 5 by adopting a steel I-beam overhanging manner, namely supporting the existing pipeline 5 by utilizing overhanging steel 4 so as to realize reinforcement of the existing pipeline 5. The overhanging steel 4 in this embodiment adopts i-steel, the i-steel passes through the hole reserved in advance in the C25 concrete press beam 3, the hole is plugged by high-grade grouting after the i-steel is installed, the rear end of the i-steel is used for preventing overturning, and a pull-down reinforcement measure is made by connecting a cable-stayed piece 11 (such as a phi 16 steel wire rope) with the planting bar of the support pile 1, as shown in fig. 3. The diagonal members 11 may be connected to the crown beam 2 in addition to the support piles 1.
When the existing pipeline 5 is reinforced, the trend of the pipeline 5 is firstly detected, the joint position of the pipe joint is cleared, the upper part of the pipeline 5 adopts an 18# I-steel transverse frame which is 5 meters long to suspend the pipe, the distance between each I-steel is 1m, phi 20 round steel 9 and 12# channel steel 8 are adopted as brackets, the upper end and the lower end of the round steel 9 and the upper end of the I-steel are fixed by adopting pressing plates 10, and the round steel 9 and the channel steel 8 are fixed by adopting double nuts. In order to prevent the rear end of the I-steel from overturning, a pull ring is welded on the I-steel and fixed on the crown beam 2, the steel wire rope phi 16 is connected with the pull ring to be used as a pull-down reinforcing measure, and the embedded bars of the crown beam 2 are firmly welded with the longitudinal stressed bars of the C25 concrete press beam 3, so that the welding seams are required to be full.
And 3, carrying out earth excavation to the cushion layer by adopting a grading slope-releasing open cut mode.
Specifically includes step 31, adopting the mode of artifical cooperation digger to excavate the earth to first target degree of depth to accomplish first layer earth excavation. Because the underground pipeline 5 and the barriers are unknown, the underground pipeline is excavated to +/-0.000 m by adopting a manual cooperation excavator, the underground pipeline is transported to a temporary storage yard while being excavated, and is transported out of the yard after being installed, the supporting piles 1 are inserted and removed in the excavating process, 2 supporting piles 1 are reserved to serve as temporary supports, the surrounding buildings are monitored in the excavating process, and the safety of the foundation of the existing building is ensured not to be influenced, as shown in fig. 4.
Step 32, excavating the second layer of earthwork, namely excavating the second layer of earthwork to-3.000 m, reserving 92cm of soil, and exploring the soil by a drill rod, wherein the soil is shown in figure 5.
Step 33, excavating a third layer of earthwork, wherein the third layer of earthwork is excavated to the bottom of the cushion layer, so as to form a foundation pit for constructing an underground structure, as shown in fig. 6.
In the process of grading slope-releasing open cut, the sprayed concrete on the slope surface is 100mm thick, the internally-arranged reinforcing steel meshes phi 8@200×200mm, and the slope surface phi 50PVC drain pipes are longitudinally and transversely arranged at intervals of 1500×1500mm.
And 4, constructing a truss foundation 7 on a cushion layer below the existing pipeline 5, installing a truss 6 on the truss foundation 7, and supporting the existing pipeline 5 by using the truss 6. Truss 6 is installed and hoisted by a hoist as shown in fig. 7. The truss foundation 7 is built by adopting standard bricks with the thickness of 240mm, brick molding bed is built by M5.0 cement mortar, tamping reinforcement measures are needed below the foundation bottom, and the foundation bottom is tamped with a C15 concrete cushion layer with the thickness of 150mm, so that the stability and firmness of the foundation are ensured. Truss 6 may be connected to support piles 1 by wall attachment.
And 5, cutting and breaking the support piles 1 and transporting the slag soil.
In this embodiment, taking an underground structure to be constructed as an underground passage as an example, the supporting piles 1 above the bottom plate 12 in the passage area are broken in two stages, the first stage in the early stage is broken according to the earth excavation progress, 4 supporting piles 1 are broken in total, the second stage is broken after the truss 6 is installed, 5 supporting piles 1 are broken, the steel pile containing the supporting piles 1 is cut and concrete is broken, and related steel bars are removed, the operation conditions are limited, the rest supporting piles 1, 1100×800mm crown beams 2 and 800×800mm compression beams 3 are broken by adopting manual operation, the two sides of the middle part facing east and west are broken in sequence, and dregs are removed from the outside of the foundation pit after the breaking, as shown in fig. 8. In fig. 8, the broken line box area is a broken area.
And 6, constructing an underground structure.
As shown in fig. 9 and 10, a bottom plate 12 and a top plate 13 of an underground structure are constructed, wherein holes for passing through the truss 6 are provided in the top plate 13; and after the top plate 13 is poured to reach the design strength, the truss 6 is removed, the holes of the top plate 13 are plugged, and the top plate 13 construction is completed. When a structural plate exists between the top plate 13 and the bottom plate 12 of the underground structure, a reserved hole for the truss 6 to pass through is also arranged on the structural plate, and after the truss 6 is dismantled, the reserved hole is plugged. Each side of the hole is located at a distance of 6200mm from the truss.
And 7, constructing the ground layer.
After the top plate 13 is constructed, the broken stone is backfilled above the top plate 13, and the ground stone is recovered. Wherein, the top plate 13 is used as a temporary traffic lane locally, the pavement used as the temporary traffic lane is lifted by 500mm, graded broken stone is adopted for backfilling, the surface layer is smashed into C20 concrete with the thickness of 100mm, and the periphery of the backfilling area is paved with shale bricks with the thickness of 240 multiplied by 115 multiplied by 53mm to form a brick bed-jig with the thickness of 240mm.
The reinforcement measures of the pipeline 5 are removed, including the removal of overhanging steel 4, brackets, temporary enclosures and the like. As shown in fig. 11.
Through the mode of upper portion steel 4 bearing of encorbelmenting, lower part truss 6 support, carry out pipeline 5 reinforcement by stages, accomplish foundation ditch excavation and underground structure's the construction in the scope of pipeline 5 influence again, not only effectually solved the coordinated work difficulty that demolishs original pipeline 5 and brought, the time limit for a project delay, economic loss scheduling problem, very big shorten construction period moreover, reduce the influence to the operation of high-speed railway station.
The above is only a preferred embodiment of the present application, and the protection scope of the present application is not limited to the above examples, and all technical solutions belonging to the concept of the present application belong to the protection scope of the present application. It should be noted that modifications and adaptations to the application without departing from the principles thereof are intended to be comprehended by those skilled in the art and are intended to be within the scope of the application.
Claims (10)
1. The method for excavating and constructing the earthwork below the existing pipeline is characterized by comprising the following steps of:
performing measurement positioning paying-off, ground breaking and cleaning;
carrying out migration, modification and reinforcement treatment on the existing pipeline, constructing a support pile on one side of the soil to be excavated, constructing a crown beam positioned at the top of the support pile, constructing a pressing beam positioned at the top of the crown beam, installing overhanging steel on the pressing beam, and supporting the existing pipeline by using the overhanging steel;
carrying out earth excavation to a cushion layer by adopting a grading slope-releasing open cut mode so as to form a foundation pit for constructing an underground structure;
constructing a truss foundation on a cushion layer below the existing pipeline, installing a truss on the truss foundation, and supporting the existing pipeline by using the truss;
cutting and breaking the supporting piles and transporting slag soil.
2. The method of constructing an earth excavation under an existing pipeline according to claim 1, wherein the step of constructing a press beam on top of a crown beam, and installing overhanging steel on the press beam comprises:
the method comprises the steps of arranging longitudinal ribs of a pressing beam on the top of the crown beam in a through-length mode, connecting the crown beam with the longitudinal ribs of the pressing beam in a rib planting mode on the surface of the crown beam, carrying out cast-in-situ construction of the pressing beam, reserving holes penetrating through the upper end and the lower end of the pressing beam, enabling overhanging steel to penetrate through the holes, and grouting and plugging the holes.
3. The method of excavating earth beneath an existing pipeline according to claim 2, wherein said step of installing overhanging steel on a press beam further comprises:
a suspension piece is arranged at the front end of the overhanging steel, and the existing pipeline is supported by the suspension piece; and a diagonal member is arranged at the rear end of the overhanging steel and is connected with the support pile.
4. A method of excavating earth beneath an existing pipeline as claimed in claim 3 wherein said overhanging steel is distributed in plurality along the length of said press beam; the suspension piece comprises channel steel, round steel and a pressing plate, wherein the upper end of the round steel is connected with the overhanging steel through the pressing plate, the lower end of the round steel is connected with the channel steel, and the channel steel is supported at the bottom of an existing pipeline.
5. The method for excavating earth under an existing pipeline according to claim 1, wherein the step of excavating earth to a bedding layer by adopting a hierarchical open cut slope comprises the steps of:
excavating earthwork to a first target depth by adopting a mode of manually matching with an excavator so as to finish the first layer earthwork excavation;
excavating earthwork to a second target depth to finish second-layer earthwork excavation;
and excavating earthwork to the cushion layer to finish the earthwork excavation of the third layer.
6. The method for excavating and constructing the soil below the existing pipeline according to claim 5, wherein the pile-jump construction of the local support piles is carried out in the process of excavating the soil to the first target depth; and after the truss is installed on the truss foundation, cutting and breaking construction of the residual support piles is carried out.
7. The method of claim 1, wherein the step of cutting the broken support piles comprises: cutting a steel pile casing of the support pile and breaking concrete.
8. The method of claim 1, further comprising breaking the crown beam and the ballast beam prior to transporting the muck.
9. The method for excavating earth under an existing pipeline according to claim 1, further comprising the step of constructing an underground structure after the externally transporting the dregs:
constructing a bottom plate and a top plate of an underground structure, wherein holes for trusses to pass through are formed in the top plate; and after the roof is poured to reach the design strength, removing the truss, plugging the holes of the roof, and completing roof construction.
10. The method for excavating earth below an existing pipeline according to claim 9, wherein after the top plate construction is completed, the overhanging steel is removed, and the ground layer construction is performed above the top plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311187508.2A CN117107820A (en) | 2023-09-14 | 2023-09-14 | Existing pipeline lower earth excavation construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311187508.2A CN117107820A (en) | 2023-09-14 | 2023-09-14 | Existing pipeline lower earth excavation construction method |
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| Publication Number | Publication Date |
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| CN117107820A true CN117107820A (en) | 2023-11-24 |
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| CN202311187508.2A Pending CN117107820A (en) | 2023-09-14 | 2023-09-14 | Existing pipeline lower earth excavation construction method |
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| CN (1) | CN117107820A (en) |
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2023
- 2023-09-14 CN CN202311187508.2A patent/CN117107820A/en active Pending
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