CN115125999A - Method for shortening construction time of electric vertical shaft of filled earth stratum - Google Patents
Method for shortening construction time of electric vertical shaft of filled earth stratum Download PDFInfo
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- CN115125999A CN115125999A CN202210915285.6A CN202210915285A CN115125999A CN 115125999 A CN115125999 A CN 115125999A CN 202210915285 A CN202210915285 A CN 202210915285A CN 115125999 A CN115125999 A CN 115125999A
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- 238000010276 construction Methods 0.000 title claims abstract description 69
- 238000000034 method Methods 0.000 title claims abstract description 48
- 238000004904 shortening Methods 0.000 title claims abstract description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 30
- 238000007596 consolidation process Methods 0.000 claims abstract description 19
- 230000008093 supporting effect Effects 0.000 claims abstract description 18
- 238000009434 installation Methods 0.000 claims abstract description 6
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 238000012545 processing Methods 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 37
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 15
- 238000004458 analytical method Methods 0.000 claims description 12
- 239000004567 concrete Substances 0.000 claims description 8
- 238000007667 floating Methods 0.000 claims description 7
- 230000005484 gravity Effects 0.000 claims description 7
- 239000002131 composite material Substances 0.000 claims description 6
- 239000000243 solution Substances 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 238000000265 homogenisation Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 2
- 238000005507 spraying Methods 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 description 7
- 239000002002 slurry Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005206 flow analysis Methods 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Classifications
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- 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
- E02D29/12—Manhole shafts; Other inspection or access chambers; Accessories therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
Abstract
The invention discloses a method for shortening the construction time of an electric vertical shaft of a filled earth stratum, which comprises the following steps: supporting the side wall of the vertical shaft by adopting a grouting consolidation supporting mode; adopting a mechanical rapid excavation mode to excavate a vertical shaft; before or during shaft excavation, processing and manufacturing a shaft main body structure in a mode of prefabricating a shaft wall; installing the shaft main body structure by adopting a quick installation mode; and grouting and filling local gaps at the periphery of the main structure of the vertical shaft, backfilling the top surface of the vertical shaft and recovering the earth surface. The invention can meet the construction safety, shorten the construction period and improve the construction efficiency.
Description
Technical Field
The invention relates to the field of electric power vertical shaft construction, in particular to a method for shortening the construction time of an electric power vertical shaft of a soil filling stratum.
Background
When the mountainous city is built, the rugged terrains need to be leveled, and more high excavation and high soil filling conditions are brought. The high soil filling area brings great difficulty to the construction of the cable tunnel and the vertical shaft thereof, and the economic cost and the construction period are greatly increased.
The stratum of the deep soil filling area of the mountain area is mainly formed by plain filling soil, is in a loose and medium-dense state according to different filling age limits and contains a large amount of broken stones and stones; the porosity is large, and the distribution is uneven and irregular; most of the filled soil is a permeable layer and is mainly influenced by atmospheric water supplement, and a large amount of pore water exists in rainy seasons. Therefore, the electric power vertical shaft construction is exposed to risks of loose rock soil collapse, underground water inrush and the like.
In the existing engineering, a deep soil filling area is usually supported by the side wall of a vertical shaft in a pile-slab retaining wall enclosure mode, the construction period is long, and the construction process faces a large safety risk. Therefore, in order to solve the above problems, a method for shortening the construction time of the electric vertical shaft in the soil-filled stratum is needed, which can shorten the construction period on the premise of ensuring the construction safety.
Disclosure of Invention
In view of the above, the present invention aims to overcome the defects in the prior art, and provide a method for shortening the construction time of an electric vertical shaft in a filled earth formation, which can meet the requirements of construction safety, shorten the construction period, and improve the construction efficiency.
The method for shortening the construction time of the electric vertical shaft of the filled ground layer comprises the following steps:
supporting the side wall of the vertical shaft by adopting a grouting consolidation supporting mode;
adopting a mechanical rapid excavation mode to excavate a vertical shaft;
before or during shaft excavation, processing and manufacturing a shaft main body structure in a mode of prefabricating a shaft wall;
installing the shaft main body structure by adopting a quick installation mode;
and grouting and filling local gaps on the periphery of the main structure of the vertical shaft, backfilling the top surface of the vertical shaft and recovering the earth surface.
Further, adopt slip casting consolidation support mode to carry out the support of shaft lateral wall, specifically include:
establishing a two-dimensional simplified equivalent unit body model of the composite soil body after splitting grouting, and deducing an equivalent elastic parameter analytical solution of the equivalent unit body model based on a homogenization theory and a deformation coordination principle;
simplifying the equivalent unit model according to an area equivalent principle, and performing theoretical analysis of an elastic stage on the simplified model to obtain a requirement analysis result of the foundation pit;
and performing support grouting and support excavation on the side wall of the vertical shaft based on the requirement analysis result of the foundation pit.
Further, in the process of support grouting, composite support is carried out in a mode of spraying the side wall of the concrete foundation pit.
Further, the thickness of a grouting ring for supporting and grouting is 2.5 m; the injection rate of support grouting is 0.132-0.164.
Further, prefabricating the well wall by adopting an assembly type structure; the fabricated structure comprises a fabricated concrete shear wall structure and a space box type structure.
Further, a vertical shaft main body structure is installed by adopting a floating method placement method.
Further, adopt the method of floating method to lay and install shaft major structure, specifically include:
and adding the counterweight water into the well wall cylinder body, so that the sum of the gravity of the counterweight water and the self gravity of the well wall is greater than the buoyancy force of the slurry on the well wall, and the well wall floats and sinks in the well drilling hole.
Further, the speed and the depth of the well wall sinking are controlled by adjusting the speed and the number of the added counterweight water.
The beneficial effects of the invention are: the invention discloses a method for shortening the construction time of an electric vertical shaft of a soil-filling stratum, which is characterized in that the periphery of a well position is solidified by adopting a grouting consolidation process, so that the disturbance of the excavation construction of the vertical shaft to the stratum is reduced, and the settlement deformation condition around the well is basically avoided; the small-sized machinery is adopted for construction, so that the requirement condition of large-sized machinery for entering and exiting is reduced; the method follows the concept of replacing people with machines, improves the mechanical construction rate of the electric vertical shaft, greatly improves the construction safety and shortens the construction period of the vertical shaft.
Drawings
The invention is further described below with reference to the following figures and examples:
FIG. 1 is a schematic view of the grouting solidification construction process of the present invention;
FIG. 2 is a schematic diagram showing the comparison between the theoretical value and the actual monitoring value of the deformation of the foundation pit according to the present invention;
FIG. 3 is a schematic diagram illustrating the comparison of grouting reinforcement and non-reinforcement conditions of the present invention.
Detailed Description
The invention is further described with reference to the accompanying drawings, in which:
the method for shortening the construction time of the electric vertical shaft of the filled ground layer comprises the following steps:
supporting the side wall of the vertical shaft by adopting a grouting consolidation supporting mode; the original pile plate retaining wall supporting process is replaced by a grouting consolidation process, cement-water glass double grout can be adopted in grouting construction, the initial setting time of the grout can be controlled to be about 2 minutes by controlling reasonable mixing proportion, and 83% of the curing period strength in 28 days can be achieved within 7 days along with the increase of time, so that the reinforcing effect on the soil body on the side surface of the foundation pit is achieved, and the time required by supporting work is greatly shortened;
adopting a mechanical rapid excavation mode to excavate a vertical shaft; the excavation efficiency of the vertical shaft foundation pit can be effectively improved through mechanical rapid excavation;
before or during shaft excavation, processing and manufacturing a shaft main body structure in a mode of prefabricating a shaft wall; by prefabricating the well wall, the time of site construction and concrete maintenance can be saved by 28 days;
installing the shaft main body structure by adopting a quick installation mode;
grouting and filling local gaps at the periphery of the main body structure of the vertical shaft, so that the overall stability of the main body structure is enhanced; and backfilling the top surface of the vertical shaft and recovering the earth surface.
In this embodiment, a grouting consolidation support method is adopted to support the side wall of the vertical shaft, and specifically includes:
establishing a two-dimensional simplified equivalent unit body model of the composite soil body after splitting grouting, and deducing an equivalent elastic parameter analytical solution of the equivalent unit body model based on a homogenization theory and a deformation coordination principle; the obtained analysis result has good consistency with the finite element result;
simplifying the equivalent unit model according to an area equivalent principle, and performing theoretical analysis of an elastic stage on the simplified model to obtain a requirement analysis result of the foundation pit; and performing support grouting and support excavation on the side wall of the vertical shaft based on the requirement analysis result of the foundation pit.
The volume weight (density) of the soil body of the grouting reinforcement soil is increased by 10 to 15 percent on the basis of the miscellaneous fill soil; the elastic modulus of the soil body is increased by 200 to 300 percent; the cohesive force of the soil body is improved by 30 to 50 percent compared with that of undisturbed soil; the friction angle of the soil body is increased by about 10 to 15 percent. The soil parameter strengthening effect is shown in table 1;
TABLE 1
The grouting consolidation support adopts a cement-water glass grouting process, and the cement-water glass grouting process is suitable for stratums needing water stopping and reinforcement at the same time; the grouting can obviously inhibit the settlement of the excavated soil body, reduce the stress of the lining, the effect is increased in a nonlinear way along with the increase of the thickness of the grouting ring, and the control effect on the settlement is not obvious after the thickness of the grouting ring is increased to a certain degree.
In the embodiment, the grouting consolidation process can play a positive role in reducing the soil deformation and lining stress after soil excavation. The thickness of the economical and reasonable grouting ring can be 2.5m, and the corresponding economical and reasonable injection rate can be 0.132-0.164.
The grouting consolidation process is adopted to carry out miscellaneous fill consolidation treatment in the deep fill stratum, so that the grouting consolidation process has positive effects on the aspects of reducing foundation pit water seepage, reducing soil body settlement, reducing lining stress and the like, and can effectively avoid soil body collapse during excavation construction; and the method has effective and feasible equivalent unit model and finite element analysis method to meet the analysis requirement on the foundation pit, and has stronger guiding significance for the design and construction under the process.
The comparison between the construction period of the support by the grouting consolidation process and the construction period of the conventional pile-slab retaining wall is shown in table 2.
TABLE 2
In table 2, the supporting and excavation steps of the grouting consolidation process are performed alternately, and the supporting period accounts for about 50%.
In the embodiment, as shown in fig. 1, after soil body grouting construction is adopted, the soil body around the foundation pit has self-stability due to the fact that the self-property of the soil body around the foundation pit is enhanced, and the risk of soil body collapse is avoided during construction, so that the single excavation footage is improved, and the construction efficiency is improved; and the safety of the foundation pit is further ensured by combining the composite support of the side wall of the sprayed concrete foundation pit.
Tests show that the cement-water glass double-slurry process is adopted for grouting, the slurry setting time can be controlled between 10 seconds and 120 seconds by adjusting the slurry mixing ratio, the setting time is short, the strength is improved, and the effect is obvious. The cohesive force and the internal friction angle of the soil can be larger than those of the common soil in 1 day, and the strength can reach more than 83% of the standard curing period strength of 28 days in 7 days.
During actual construction, the steps of supporting and excavating construction are carried out alternately, and the comprehensive excavating speed of 2 days/m can be realized by combining the supporting effect of the sprayed concrete. Therefore, the construction period of the shaft support can be effectively reduced by combining the construction flow analysis.
In the embodiment, the shaft excavation construction process mainly adopts manual excavation of a small-sized drilling machine, the construction efficiency is low, and the construction safety risk of manual operation is higher. If adopt the quick excavation technology of small-size machinery, to the characteristics of electric power shaft as small-size deep basal pit, can satisfy the foundation ditch degree of depth big, but the demand that the opening is little, adopt machinery to carry out the quick excavation operation, can promote the efficiency of construction. The construction cycles of the manual excavation and the mechanical rapid excavation were compared as shown in table 3.
TABLE 3
In table 3, the mechanical fast excavation period accounts for about 50% due to the interactive operation of the supporting and excavation steps of the grouting consolidation process.
By adopting grouting consolidation and combining a small deep foundation pit rapid excavation process, the foundation pit supporting efficiency can be effectively improved, the excavation period of the vertical shaft foundation pit is shortened, and the safety of vertical shaft construction is improved.
In the embodiment, the well wall is prefabricated by adopting an assembly type structure; the assembly type structure comprises an assembly type concrete shear wall structure and a space box type structure.
For the electric vertical shaft in the deep filling area, the prefabricated concrete shear wall structure and the space box type structure system are met, the prefabricated structure process can be effectively fused, the construction quality of the shaft wall is improved, and the installation time of the main body structure can be prolonged to about 15-30 days from 40-60 days of a cast-in-place structure by taking the conventional 20-40 m deep electric vertical shaft as an example. The construction period of the main structure adopting the cast-in-place concrete structure and the main structure adopting the prefabricated well wall is compared as shown in table 4.
TABLE 4
In this embodiment, adopt the method of laying of floating method to install shaft major structure, specifically include:
and adding the counterweight water into the well wall cylinder body, so that the sum of the gravity of the counterweight water and the self gravity of the well wall is greater than the buoyancy force of the mud on the well wall, and the well wall is floated and sunk in the well bore of the well.
The speed and the depth of the sinking of the well wall can be controlled by adjusting the speed and the quantity of the added counterweight water.
The floating method for placing the well wall uses the wall protection slurry as a medium, and under the condition of sealing the bottom of the well wall, the buoyancy generated by the slurry on the well wall placed in the well hole is used for reducing the gravity of hoisting the well wall by hoisting equipment, so that the well wall placing requirement is met. Shaft wall design parameters are shown in table 5.
TABLE 5
The prefabricated well wall single section quality of shaft is great, and in the installation later stage, the total quality of the well wall reaches 634.8 ~ 846.4 tons, adopts the nature to lay the method and needs extra-large hoisting equipment just can satisfy the technological requirement, and adopts the showy method to lay the prefabricated well wall, and hoisting equipment only need satisfy the requirement of lifting by crane of single section well wall can, reduces the demand to hoisting equipment effectively.
The floating method for placing the well wall reduces the requirement of hoisting equipment by means of buoyancy generated by slurry, and ensures that the well wall placing construction can be smoothly carried out under limited conditions.
The invention realizes the optimization of the floor space time of the urban electric power shaft construction, reduces the influence of the electric power facility construction on the habitability conditions of urban regional residents, landscapes and the like, and has positive benefits for beautifying the urban environment and improving the urban image; the small-sized machinery is adopted for construction, so that the requirement condition of large-sized machinery for entering and exiting is reduced; the grouting consolidation process is adopted to solidify the periphery of the well site, so that the disturbance of the shaft excavation construction to the stratum is reduced, and the condition of settlement and deformation of the periphery of the well is basically avoided; the construction period of the electric vertical shaft of the filled earth stratum is greatly shortened.
The invention follows the idea of replacing people with machines, improves the mechanical construction rate of the electric vertical shaft, greatly improves the construction safety and shortens the construction period of the vertical shaft; through field monitoring, the comparison between a theoretical value and an actual monitoring value of foundation pit deformation (shown in figure 2) and the comparison between grouting reinforcement and non-reinforcement working conditions (shown in figure 3) are carried out, and the rationality and safety of theoretical calculation are verified;
the field monitoring shows that the porosity of the soil body after grouting reinforcement and the soil body around the soil body is obviously reduced, the water gushing (seepage) in the foundation pit can be effectively reduced, the construction safety is effectively improved, and the construction effect is particularly remarkable in rainy seasons. According to the stratum deformation theory, after the porosity of the soil body is obviously reduced, the stress state of the foundation pit lining structure is greatly influenced, the stratum creep characteristic is reduced during medium and long-term operation, and the bearing safety of the main structure of the vertical shaft is greatly improved.
Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (8)
1. A method for shortening the construction time of an electric vertical shaft of a soil filling stratum is characterized by comprising the following steps: the method comprises the following steps:
supporting the side wall of the vertical shaft by adopting a grouting consolidation supporting mode;
adopting a mechanical rapid excavation mode to excavate a vertical shaft;
before or during shaft excavation, processing and manufacturing a shaft main body structure in a mode of prefabricating a shaft wall;
installing the shaft main body structure by adopting a quick installation mode;
and grouting and filling local gaps at the periphery of the main structure of the vertical shaft, backfilling the top surface of the vertical shaft and recovering the earth surface.
2. The method for shortening the construction time of an electrical shaft in an earthen filled formation as claimed in claim 1, wherein: adopt slip casting consolidation support mode to carry out the support of shaft lateral wall, specifically include:
establishing a two-dimensional simplified equivalent unit body model of the composite soil body after splitting grouting, and deducing an equivalent elastic parameter analytical solution of the equivalent unit body model based on a homogenization theory and a deformation coordination principle;
simplifying the equivalent unit model according to an area equivalent principle, and performing theoretical analysis of an elastic stage on the simplified model to obtain a requirement analysis result of the foundation pit;
and performing support grouting and support excavation on the side wall of the vertical shaft based on the requirement analysis result of the foundation pit.
3. The method for shortening the construction time of an electric vertical shaft of an earth-filled stratum according to claim 2, characterized in that: and in the process of support grouting, carrying out composite support in a mode of spraying the side wall of the concrete foundation pit.
4. The method for shortening the construction time of an electric shaft in an earthen filling ground as claimed in claim 2, wherein: the thickness of a grouting ring for supporting and grouting is 2.5 m; the injection rate of support grouting is 0.132-0.164.
5. The method for shortening the construction time of an electrical shaft in an earthen filled formation as claimed in claim 1, wherein: prefabricating the well wall by adopting an assembly structure; the fabricated structure comprises a fabricated concrete shear wall structure and a space box type structure.
6. The method for shortening the construction time of an electric vertical shaft of an earth-filled stratum according to claim 1, characterized in that: and installing the vertical shaft main body structure by adopting a floating method.
7. The method for shortening the construction time of an electric shaft of a filled ground layer according to claim 6, wherein: the method is characterized in that a shaft main body structure is installed by adopting a floating method placement method, and the method specifically comprises the following steps:
and adding the counterweight water into the well wall cylinder body, so that the sum of the gravity of the counterweight water and the self gravity of the well wall is greater than the buoyancy force of the mud on the well wall, and the well wall is floated and sunk in the well bore of the well.
8. The method of shortening the construction time of an electrical shaft in a earthen fill formation as claimed in claim 7, wherein: the sinking speed and depth of the well wall are controlled by adjusting the speed and the number of the added counterweight water.
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2022
- 2022-07-29 CN CN202210915285.6A patent/CN115125999A/en active Pending
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|---|---|---|---|---|
| CN204552747U (en) * | 2015-04-21 | 2015-08-12 | 西安科技大学 | A kind of coal mine shaft lining shaft wall structure |
| KR20170007975A (en) * | 2015-07-13 | 2017-01-23 | (주)나우기술 | The Construction Method and Structure of linear curve-shaped non-excavation tunnel with using Forepoling Board and ground reinforcement |
| CN108978709A (en) * | 2018-07-20 | 2018-12-11 | 中铁十六局集团地铁工程有限公司 | City integrated piping lane branch construction method under a kind of space-constrained environments |
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| CN114737979A (en) * | 2022-03-14 | 2022-07-12 | 中铁十一局集团有限公司 | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region |
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| 郭炎伟等: "劈裂注浆复合土体平面等效弹性模型理论研究", 岩土力学, vol. 36, no. 8, pages 2193 - 2199 * |
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