CN111119191A - Rock foundation pit guide hole type non-blasting excavation method - Google Patents
Rock foundation pit guide hole type non-blasting excavation method Download PDFInfo
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- CN111119191A CN111119191A CN201911310024.6A CN201911310024A CN111119191A CN 111119191 A CN111119191 A CN 111119191A CN 201911310024 A CN201911310024 A CN 201911310024A CN 111119191 A CN111119191 A CN 111119191A
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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
- E02D17/02—Foundation pits
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Abstract
The invention discloses a rock foundation pit guide hole type non-blasting excavation method, which comprises the following construction steps: step 1: designing hole positions of the lead holes, wherein the hole positions are arranged according to a quincunx shape, the diameter of each hole is preferably 1000mm-1200mm, the hole distance is between 2D and 3D, the lead holes are led to the bottom of the base to be 200mm, and the design of the lead holes can be implemented after safety is ensured through finite element analysis; step 2: measuring placement points, adopting high-power hole leading mechanical hole leading construction, and backfilling coarse sand in the hole to be compact when each hole leading is finished; and step 3: excavating an upper soil layer, paving an anti-falling safety net at the lead hole, and synchronously constructing a supporting structure; and 4, step 4: and after excavating to a rock stratum, excavating by adopting an excavator, a breaking hammer and an air pick. The method is simple to operate, can greatly improve the excavation construction speed of the rock foundation pit on the premise of ensuring the safety of the foundation pit, and has obvious construction period and economic benefit.
Description
Technical Field
The invention belongs to the technical field of foundation pit excavation, and particularly relates to a rock foundation pit guide hole type non-blasting excavation method.
Background
Along with the high-speed development of urban construction, the surrounding environment complexity of the foundation pit is greatly improved, the mutual influence degree among various buildings is gradually increased, and the rock excavation is forbidden by adopting an explosion method for protecting the near-construction buildings due to the reasons that the rock foundation pit is near the important buildings, is in a sensitive area and the like.
The core of the non-blasting excavation technology is how to loosen rock strata, the conventional method mainly comprises direct breaking hammer breaking, and other parts try to use a circular saw cutting method, a mine cutting machine and the like to cut, a chemical expanding agent and other static breaking agent methods, a hydraulic rock splitter and other methods.
Aiming at the conditions of high rock stratum strength and deep rock entering, the method has more limitations, high cost and non-ideal work efficiency condition and seriously influences the construction period.
Disclosure of Invention
In order to overcome the technical defects in the prior art, the invention provides a rock foundation pit leading hole type non-blasting excavation method, and aims to provide a non-blasting construction method which adopts mechanical leading holes to break rock strata, excavates after coarse sand in hole site backfilling and adopts an excavator, a breaking hammer and a pneumatic pick to cooperate to excavate the rock strata, so that the technical problems are solved.
The invention realizes the aim through the following technical scheme, and the rock foundation pit guide hole type non-blasting excavation method comprises the following steps:
s1: carrying out hole leading point position design: and designing a hole position of the pilot hole in the excavation range of the foundation pit according to the size of the foundation pit and the stratum condition. The influence of the hole spacing on the safety of the equipment station and the hole guiding effect needs to be considered during design, and the problem that the hole guiding has no obvious effect on excavation construction due to soil disturbance caused by too much hole guiding quantity or the fact that the hole guiding quantity is too small is avoided.
S2: mechanical hole leading of a high-power hole leading: the high-power hole guiding machine is adopted for guiding holes, and after the hole guiding inspection is qualified, medium coarse sand is timely adopted for backfilling the hole positions, so that the problem that the foundation pit is unstable due to serious collapse of the hole positions in the excavation process is avoided.
S3: excavating the upper earthwork: when one layer is excavated, an anti-falling safety net is laid at the position of the lead hole in time, so that the situation that the hole position is not tightly backfilled to cause the collapse of personnel is avoided.
S4: excavating a lower rock stratum: and after excavating to a rock stratum, excavating by adopting an excavator, a breaking hammer and a manually matched pneumatic pick. The pneumatic pick mainly trims the corner position of the foundation pit so as to ensure smooth sideline and avoid local underexcavation.
When the leading holes are designed in the step S1, the hole site distribution is quincunx, the effect of better breaking rock strata is achieved while the number of the leading holes is reduced as much as possible, the hole diameter is 1000-1200 mm, the hole spacing is between 2D and 3D, the safety of equipment stations is guaranteed, the situation that the leading holes have no obvious effect on excavation construction due to soil disturbance caused by too many leading holes or too few leading holes is avoided, and after the design is finished, the stress deformation analysis of the foundation pit is carried out by using finite element analysis software, so that the excavation safety is guaranteed.
In the step S2, the method for non-blasting excavation of the hole-leading type of the rocky foundation pit is characterized in that the depth of the hole-leading exceeds the bottom elevation of the foundation pit by 100-200mm, when excavation is carried out to the bottom, the bottom rock stratum is not effectively crushed, overexcavation is caused, backfilling is carried out after the hole-leading, and medium coarse sand is adopted for backfilling the hole position, so that the compactness of deep hole backfilling is ensured.
In the above non-blasting excavation method for the hole-leading type of the rock foundation pit, in the step S3, the earth is excavated at the upper part, and the mesh of the safety net is not less than 800 meshes/100 cm2。
In the step S4, the rock stratum is excavated, the breaking hammer is constructed in the rock stratum, and the rock stratum spreads from the middle to the periphery and from the hole body of the pilot hole to the periphery, so that a free surface is manufactured for excavation.
In the rock foundation pit guide hole type non-blasting excavation method, the monitoring work of the foundation pit and surrounding buildings is performed in real time in the excavation process of the foundation pit in the steps S3 and S4.
Generally, compared with the prior art, the technical scheme of the invention can achieve the following beneficial effects: the rock foundation pit guide hole type non-blasting excavation method is simple to operate, each sub-step is a relatively mature process, the operation difficulty is small, the mechanization degree is high, and the manual use amount is small; the construction work efficiency of the guide hole is high, the guide hole can effectively crush rock stratum, the excavation work efficiency of a foundation pit in the rock stratum is greatly improved, construction can be carried out after the guide hole is designed and is safely analyzed through finite elements, backfill and covering of the guide hole are well carried out in the construction process, monitoring work of the foundation pit and the surrounding environment is well carried out in the excavation process, and construction safety is guaranteed through all-round means.
Drawings
The following detailed description of embodiments of the invention is provided in conjunction with the appended drawings, in which:
FIG. 1 is a schematic flow chart of a rock foundation pit hole guiding type non-blasting excavation method in the embodiment of the invention;
FIG. 2 is a schematic diagram of a quincunx arrangement of holes in an embodiment of the present invention;
FIG. 3 is a schematic illustration of rock formation excavation according to an embodiment of the present invention;
fig. 4 is a schematic diagram of stepwise excavation of a rock formation according to an embodiment of the invention.
Detailed Description
As shown in fig. 1, a schematic flow chart of the rock foundation pit guiding hole type non-blasting excavation method of the present invention mainly includes the following steps:
the method comprises the following steps: and designing the positions of the pilot holes, and designing the positions of the pilot holes in the excavation range of the foundation pit according to the size of the foundation pit and the stratum condition. During design, the influence of hole spacing on equipment station safety and hole leading effect needs to be considered, hole location distribution is arranged in a quincunx mode, as shown in figure 2, the hole diameter is 1000mm-1200mm, the hole spacing is between 2D-3D, after hole location design is completed, a three-dimensional elastic-plastic finite element numerical model in the foundation pit excavation process is established by using finite element analysis software Midas-GTS, stress deformation analysis of the foundation pit is carried out, and stress and deformation are guaranteed to be within an allowable range.
Step two: high-power lead hole machinery lead hole measures the lead hole site and puts the point, adopts high-power to dig soon and bores the lead hole, and the lead hole degree of depth surpasss the foundation ditch bottom elevation 100 and gives up a lessons 200mm, and the lead hole is accepted and is in time adopted the middlings sand to backfill the hole site after qualified to guarantee the closely knit degree of deep hole backfill.
Step three: excavating the upper earthwork by adopting layered excavation, wherein each layer of excavation is required to be paved with an anti-falling safety net at the position of the lead hole in time, and the mesh of the safety net is not less than 800 meshes/100 cm2. And (5) well monitoring the foundation pit and the surrounding buildings in the excavation process.
Step four: and excavating the lower rock stratum by adopting layered excavation, and excavating the rock stratum by adopting an excavator, a breaking hammer and a manually matched air pick, as shown in figure 3. Because each layer is higher, the small layer can be divided into small layers in each large layer to form step-type excavation, so that the transfer of the muck is convenient, as shown in figure 4. When the breaking hammer is used for construction, the hole body position of the middle hole position is used as a starting point, and the breaking hammer spreads to the periphery for breaking. Meanwhile, the pneumatic pick is manually adopted to trim the corner position of the foundation pit, so that smoothness of the sideline is ensured.
It will be understood by those skilled in the art that the foregoing is only a preferred embodiment of the present invention, and is not intended to limit the invention, and that any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. A rock foundation pit guide hole type non-blasting excavation method is characterized in that: the excavation method comprises the following construction steps:
s1: carrying out hole leading point position design:
according to the size and the stratum condition of a foundation pit, designing the hole position of a pilot hole in the excavation range of the foundation pit, wherein the influence of the hole distance on the safety of equipment stations and the pilot hole effect needs to be considered during design, and the condition that the pilot hole has no obvious effect on excavation construction due to soil disturbance caused by excessive pilot holes or the fact that the pilot hole has too small number is avoided;
s2: mechanical hole leading of a high-power hole leading:
the high-power hole leading machine is adopted for leading holes, and after the leading holes are qualified, the hole positions are timely backfilled by medium coarse sand, so that the instability of the foundation pit caused by serious collapse of the hole positions in the excavation process is avoided;
s3: excavating the upper earthwork:
when one layer is excavated, an anti-falling safety net is laid at the position of the lead hole in time, so that the situation that the personnel sink due to the fact that the hole position is not filled compactly is avoided;
s4: excavating a lower rock stratum:
after the excavation is carried out to the rock stratum, an excavator, a breaking hammer and a manually-matched air pick are adopted for excavation, and the air pick mainly repairs the corner position of the foundation pit so as to ensure the smoothness of the sideline and avoid local underexcavation.
2. The rock foundation pit guiding hole type non-blasting excavation method of claim 1, wherein the method comprises the following steps: the hole positions of the guide holes in the step S1 are distributed in a quincunx shape, so that the rock stratum can be well crushed while the number of the guide holes is reduced.
3. The construction method of the rock foundation pit guiding hole type non-blasting excavation method according to claim 2, characterized in that: and after the hole leading in the step S1 is designed, carrying out foundation pit stress deformation analysis by using finite element analysis software, and ensuring the excavation safety.
4. The rock foundation pit guiding hole type non-blasting excavation method of claim 1, wherein the method comprises the following steps: the aperture of the step S2 is 1000mm-1200mm, the hole distance is between 2D and 3D, and the safety of the equipment station is guaranteed.
5. The rock foundation pit guiding hole type non-blasting excavation method of claim 4, wherein the method comprises the following steps: and in the step S2, mechanically guiding the hole by the high-power hole guiding machine, wherein the depth of the hole guiding exceeds the bottom elevation of the foundation pit by 100-200 mm.
6. The rock foundation pit guiding hole type non-blasting excavation method of claim 5, wherein the method comprises the following steps: and in the step S2, medium coarse sand is adopted for hole-leading backfilling so as to ensure the compactness of deep hole backfilling.
7. The rock foundation pit guiding hole type non-blasting excavation method of claim 1, wherein the method comprises the following steps: the meshes of the safety net in the step S3 are not less than 800 meshes/100 cm2。
8. The rock foundation pit guiding hole type non-blasting excavation method of claim 1, wherein the method comprises the following steps: and step S4, excavating the rock stratum, constructing a breaking hammer in the rock stratum, and diffusing from the middle to the periphery and from the hole body position of the lead hole to the periphery to manufacture a free surface for excavation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201911310024.6A CN111119191A (en) | 2019-12-18 | 2019-12-18 | Rock foundation pit guide hole type non-blasting excavation method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112729035A (en) * | 2020-12-25 | 2021-04-30 | 上海二十冶建设有限公司 | Integral static blasting device for relatively complete rock stratum and construction method thereof |
| CN113585273A (en) * | 2021-08-06 | 2021-11-02 | 中交隧道工程局有限公司 | Earth-rock geological foundation pit forming construction method |
| CN114215066A (en) * | 2021-11-24 | 2022-03-22 | 中国水利水电第九工程局有限公司 | Open cut foundation pit side wall collapse prevention excavation construction method |
| CN115434328A (en) * | 2022-09-23 | 2022-12-06 | 中工国际工程股份有限公司 | Non-blasting excavation method for rock foundation pit of hydropower station |
| CN115787768A (en) * | 2022-12-16 | 2023-03-14 | 中建海峡建设发展有限公司 | Method for excavating harder rock in ultra-narrow and ultra-deep foundation pit |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112729035A (en) * | 2020-12-25 | 2021-04-30 | 上海二十冶建设有限公司 | Integral static blasting device for relatively complete rock stratum and construction method thereof |
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| CN113585273A (en) * | 2021-08-06 | 2021-11-02 | 中交隧道工程局有限公司 | Earth-rock geological foundation pit forming construction method |
| CN114215066A (en) * | 2021-11-24 | 2022-03-22 | 中国水利水电第九工程局有限公司 | Open cut foundation pit side wall collapse prevention excavation construction method |
| CN114215066B (en) * | 2021-11-24 | 2023-09-22 | 中国水利水电第九工程局有限公司 | Collapse-prevention excavation construction method for side wall of open cut foundation pit |
| CN115434328A (en) * | 2022-09-23 | 2022-12-06 | 中工国际工程股份有限公司 | Non-blasting excavation method for rock foundation pit of hydropower station |
| CN115434328B (en) * | 2022-09-23 | 2024-01-16 | 中工国际工程股份有限公司 | Non-blasting excavation method for rock foundation pit of hydropower station |
| CN115787768A (en) * | 2022-12-16 | 2023-03-14 | 中建海峡建设发展有限公司 | Method for excavating harder rock in ultra-narrow and ultra-deep foundation pit |
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