CN113882358A - Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part - Google Patents
Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part Download PDFInfo
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- CN113882358A CN113882358A CN202111022272.8A CN202111022272A CN113882358A CN 113882358 A CN113882358 A CN 113882358A CN 202111022272 A CN202111022272 A CN 202111022272A CN 113882358 A CN113882358 A CN 113882358A
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- 238000010276 construction Methods 0.000 title claims abstract description 63
- 238000005553 drilling Methods 0.000 claims abstract description 63
- 239000011435 rock Substances 0.000 claims abstract description 37
- 239000002689 soil Substances 0.000 claims abstract description 28
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 238000011065 in-situ storage Methods 0.000 claims abstract description 3
- 238000000034 method Methods 0.000 claims description 22
- 238000003801 milling Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
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- 229910045601 alloy Inorganic materials 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 6
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 description 16
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- 238000005299 abrasion Methods 0.000 description 5
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- 239000002893 slag Substances 0.000 description 4
- 239000000654 additive Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
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- VYPSYNLAJGMNEJ-UHFFFAOYSA-N silicon dioxide Inorganic materials O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
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- 230000004048 modification Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/02—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F9/00—Component parts of dredgers or soil-shifting machines, not restricted to one of the kinds covered by groups E02F3/00 - E02F7/00
- E02F9/28—Small metalwork for digging elements, e.g. teeth scraper bits
- E02F9/2808—Teeth
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- General Engineering & Computer Science (AREA)
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention belongs to the technical field of deep foundation pit construction, and particularly discloses a construction method of a foundation pit wall with a complex stratum, which comprises the following steps: s1, measuring and lofting, entering a field by equipment and positioning the equipment; s2, vertically guiding the hole to the elevation of the hard rock stratum by using a full-casing full-circle drilling machine, continuously excavating to the bottom of the groove by using a down-the-hole hammer drilling machine to form a guide hole, and drilling at least two guide holes along the center line of the foundation pit wall; s3, excavating a guide wall ditch along the side line of the foundation pit wall body, and symmetrically pouring concrete on two sides of the guide wall ditch in situ to form a guide wall; s4, under the state of mud wall protection, adopting a trenching machine to dig soil between hole sites until the elevation of the hard rock stratum; and S5, excavating the hard rock part of the soil body between the hole sites to the bottom of the groove by using a slotter under the state of mud wall protection, and assisting to break hard rock by using a down-the-hole hammer drill. The combined grooving construction method provided by the invention ensures the grooving quality, forms construction flowing water, improves the grooving work efficiency and has high application value.
Description
Technical Field
The invention belongs to the technical field of deep foundation pit construction, and particularly relates to a construction method of a foundation pit wall with a complex stratum, wherein the foundation pit wall is soft at the upper part and hard at the lower part.
Background
Nowadays, the demand for underground space utilization is increasing, the excavation depth of a foundation pit is increasing, and the underground continuous wall serving as a foundation pit supporting structure is also more and more widely applied due to the advantages of high rigidity, high strength, good impermeability, low noise, low vibration and the like, and is generally applied to construction projects such as subway stations, ultra-deep underground engineering deep foundation pits and the like. At present, special machines for grooving in China comprise a rotary cutting multi-head drill, a guide plate grab bucket and the like. However, when the grooving construction is carried out in a complex stratum, a single mechanical device is used for grooving, and the problems of slow construction speed, serious abrasion of the mechanical device, high construction cost and the like exist.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a construction method of a foundation pit wall with a complex stratum with a soft upper part and a hard lower part, which adopts a full-casing full-convolution drilling machine, a down-the-hole hammer drilling machine, a grooving machine and a groove milling machine to combine a grooving process to construct an underground continuous wall and aims to solve the problems of low construction efficiency, serious mechanical equipment abrasion and high construction cost caused by using a single grooving device in the traditional grooving construction process.
In order to achieve the purpose, the invention provides a construction method of a foundation pit wall body with a complex stratum with soft top and hard bottom, wherein the complex stratum with soft top and hard bottom comprises a soft soil stratum and a hard rock stratum positioned at the lower part of the soft soil stratum, and the construction method comprises the following steps:
s1, measuring and lofting, entering a field by equipment and positioning the equipment;
s2, vertically guiding the hole to the elevation of the hard rock stratum by using a full-casing full-circle drilling machine, continuously excavating to the bottom of the groove by using a down-the-hole hammer drilling machine to form a guide hole, and drilling at least two guide holes along the center line of the foundation pit wall;
s3, excavating a guide wall ditch along the side line of the foundation pit wall body, and symmetrically pouring concrete on two sides of the guide wall ditch in situ to form a guide wall;
s4, excavating soil between the hole sites between two adjacent guide holes by using a trenching machine under the state of mud wall protection until the elevation of the hard rock stratum;
and S5, excavating the hard rock part of the soil body between the hole sites to the bottom of the groove by using a groove cutter under the state of mud wall protection, and in the construction process of the groove cutter, adopting a down-the-hole hammer drill to assist in crushing hard rock.
Preferably, the number of the guide holes is 2-6.
Preferably, a steel casing is adopted to follow up drilling in the hole guiding process of the full-casing full-circle drilling machine.
Preferably, the down-the-hole hammer drill employs a pneumatic down-the-hole hammer.
Preferably, the drill bit of the down-the-hole hammer drill is a top hammer type thread drill bit, and the end part of the drill bit is provided with high-abrasion-resistance hard alloy spherical teeth.
Preferably, in step S2, when the full casing full circle drilling machine and the down-the-hole hammer drilling machine are used for guiding the hole, the base is horizontal, and the lifting slide wheel rim, the drill bit and the center of the guide hole are on the same axis, so as to ensure that the guide hole is vertical.
Preferably, alloy bucket teeth are arranged on two sides of a grab bucket of the trenching machine.
Preferably, the construction method further comprises a step S6 of performing groove repairing construction by using a groove milling machine, and performing ultrasonic detection in time after groove repairing is completed to ensure that the verticality and the groove depth meet the design requirements.
Generally, compared with the prior art, the above technical solution conceived by the present invention has the following beneficial effects:
(1) the construction method adopts a full-casing full-convolution drilling machine, a down-the-hole hammer drilling machine, a grooving machine and a groove milling machine to combine for grooving, the full-casing full-convolution drilling machine and the down-the-hole hammer drilling machine are firstly used for leading holes so as to reduce the construction difficulty of the grooving machine and the groove milling machine, then the groove milling machine is adopted for construction in the soft soil stratum at the upper part, the groove milling machine is adopted for construction in the hard rock stratum at the lower part mainly and the down-the-hole hammer drilling machine is adopted for auxiliary construction, different mechanical equipment is selected for the stratums with different geology, and flow operation can be formed, so that the grooving work efficiency is greatly improved; and by adopting the construction method of the combined trough, the advantages of the equipment are fully exerted, the utilization rate is improved, the construction period is shortened, and the cost is saved.
(2) The invention adopts the full-casing full-circle drilling machine and the down-the-hole hammer drilling machine to guide holes and then mill grooves, so that the deviation drilling is not easy to occur, and the verticality is ensured; and for the soft soil stratum, a full-casing full-circle drilling machine is adopted to guide holes, a steel casing is utilized to follow up drilling, hole collapse and hole shrinkage are avoided during construction in a deep soft soil area, the hole forming diameter is standard, the hole forming quality is high, the hole forming verticality is convenient to master, and the vertical precision can reach 1/500.
(3) According to the invention, the alloy bucket teeth are arranged on the two sides of the grab bucket of the grooving machine, so that the biting force of the hydraulic grab bucket of the grooving machine is increased, and the grooving work efficiency is improved.
(4) The down-the-hole hammer drilling machine with stronger excavation force on hard rock is adopted to replace a slot milling machine to process harder rock in a hard rock stratum, so that the slot forming efficiency is high, the slot forming time of the lower hard rock stratum is effectively shortened, and the abrasion of a milling wheel of the slot milling machine is avoided.
(5) The invention adopts the combined grooving construction method, reduces the investment of single equipment compared with the construction of single grooving equipment, avoids the unreasonable loss of the equipment, improves the working efficiency, reduces the oil consumption and protects the environment.
Drawings
FIG. 1 is a flow chart of foundation pit wall construction of a complex stratum with a soft upper part and a hard lower part according to an embodiment of the invention;
FIG. 2 is a schematic drawing of a full casing full rotary drill pilot hole provided by an embodiment of the invention;
FIG. 3 is a schematic drawing of a down-the-hole hammer drill pilot provided by an embodiment of the present invention;
FIG. 4 is a schematic view of a groove catching mechanism of a trenching machine provided by an embodiment of the present invention;
FIG. 5 is a construction schematic diagram of a slot milling machine provided by the embodiment of the invention;
the same reference numbers will be used throughout the drawings to refer to the same or like elements or structures, wherein:
1-soft soil stratum, 2-hard rock stratum, 3-guide hole, 4-full casing full rotary drilling machine, 5-down-the-hole hammer drilling machine, 6-grooving machine, 61-alloy bucket tooth, 7-soil body between hole sites and 8-grooving machine.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1, the invention provides a construction method of a foundation pit wall body with a complex stratum which is soft at the upper part and hard at the lower part, namely an underground diaphragm wall construction method of a soft soil stratum 1 with the upper part filled with artificial soil, silt, mucky soil or cohesive soil and a hard rock stratum 2 with the lower part filled with medium-slightly weathered quartz rock, silicalite, quartz sandstone or limestone and the like, which comprises the following steps:
1) measuring and lofting, entering field and positioning
Lofting the boundary of each groove section of the underground diaphragm wall on the ground by using a total station, and reacting the boundary on the ground in a groove cutting and joint cutting mode by using a handheld abrasive wheel cutting machine; and (5) performing sample turning on the positions milled for each time and the hoisting position of the reinforcement cage according to the requirement in the subsequent construction, and marking in the same way.
Rechecking the measurement datum line, and carrying out retest and protection work in the construction process; the construction site is leveled and hardened, and the bearing capacity meets the construction requirements of each grooving device; facilities such as construction water, electricity utilization, a slurry circulating system and the like are installed in place, and the road is smooth; and (4) entering the field after all the grooving equipment is detected to be qualified, and accurately positioning.
2) Full casing pipe full rotary drilling machine and down-the-hole hammer drilling machine leading hole
Referring to fig. 2, according to the width of the underground continuous wall, 2-6 guide holes 3 are uniformly distributed along the central line of the underground continuous wall, the aperture of each guide hole 3 is the thickness of the continuous wall or is 0-10cm smaller than the thickness of the continuous wall, 4 hole positions are guided in fig. 2, for example, a full-casing full-circle drilling machine 4 is adopted to vertically guide holes and penetrate through an upper soft soil layer to the top surface of a hard rock stratum, no noise, no vibration and no slurry exist, the use of concrete is saved, the safety is high, the environmental protection performance is good, the holes are thoroughly cleaned, and the hole collapse phenomenon cannot be generated. Referring to fig. 3, after the down-the-hole hammer drill 5 is adopted to continue to vertically guide the hole and penetrate through the lower hard rock stratum to the bottom of the groove, and the hole guiding operation of one hole site is completed, the drill bit of the full-casing full-circle drill 4 and the down-the-hole hammer drill 5 are horizontally moved above the top of the groove, and the remaining 3 hole sites are sequentially constructed from left to right or from right to left. Compared with the traditional percussion drill for hole leading, the full-casing full-convolution drilling machine 4 and the down-the-hole hammer drilling machine 5 can effectively reduce the probability of hole deviation and hole punching during hole leading, and have higher work efficiency. When the hole is led in a hard soil stratum, if a common full-casing full-circle drilling machine is used for continuous construction, the problems of drill jamming, low construction efficiency and the like can be met, so that the down-the-hole hammer drilling machine 5 is adopted for drilling the lower hard rock stratum 2, the hole forming construction efficiency is greatly improved, and the mechanical drilling construction quality and safety are ensured. After the full-casing full-convolution drilling machine 4 and the down-the-hole hammer drilling machine 5 are adopted for hole guiding, the construction difficulty of the subsequent grooving machine 6 and the grooving machine 8 can be greatly reduced, and the grooving work efficiency is improved.
In some preferred embodiments, the full-casing full-circle drilling machine 4 adopts a steel casing to follow up drilling, and the steel casing is reserved at the same time of hole forming, so that hole collapse and hole shrinkage are avoided during construction in a soft soil area, hole cleaning is thorough, the diameter of formed holes is standard, and the hole forming quality is high; and the verticality of the formed hole is convenient to master, and the vertical precision can reach 1/500. The common impact hole-forming and rotary drilling construction machinery is difficult to drill under the hard rock geological condition, and has low construction efficiency, high cost and long construction period. The down-the-hole hammer drill 5 is used as a rock drilling tool, preferably a pneumatic down-the-hole hammer, the drill bit of the down-the-hole hammer drill adopts a top hammer type threaded drill bit, and the end part of the drill bit is provided with high-abrasion-resistance hard alloy spherical teeth. The air down-the-hole hammer drilling process is adopted to solve the rock breaking problem of the hard rock stratum, the drilling efficiency is high, the service life of the drill bit is long, the required rotating speed is low, the torque is small, the axial pressure is small, the effects of preventing hole deviation and correcting deviation are achieved, meanwhile, the loss of equipment and a drilling tool is small, and the construction cost is reduced.
In order to ensure the verticality of the guide hole, when the full-casing full-circle drilling machine 4 and the down-the-hole hammer drilling machine 5 are installed, the base is horizontal, the hoisting sliding wheel flange, the drill bit and the center of the guide hole 3 are on the same axis, and the hoisting sliding wheel flange, the drill bit and the center of the guide hole are frequently checked and corrected. If inclined holes occur, the holes should be filled with high-quality clay blocks and stones, and the drill bit is lifted to a deviated position to repeatedly sweep the holes until the drilled holes are straight.
Attention should be paid to the down-the-hole hammer drill 5 in the construction process: the tapping stage must be done carefully not to deflect the ram from the orifice and to prevent blow-down of the orifice fill; when the drilling hole begins to drill, the air pressure needs to be reduced, so that the air can only push the down-the-hole hammer to operate, and the pressure is increased after the operation is stable to improve the efficiency; the down-the-hole hammer needs to work under the required air pressure, the service life of parts can be obviously shortened when the air pressure is too high, and the rock drilling efficiency and the service life of a hammer head can be shortened when the air pressure is too low; in order to remove rock slag in the hole in time and reduce the abrasion of a drilling tool, a down-the-hole hammer is frequently lifted from the bottom of the hole, and slag in the hole is fully discharged; if the hole is collapsed, the down-the-hole hammer is kept working and moves up and down in the hole immediately, and the rotating speed can be increased if necessary until the down-the-hole hammer can move up and down freely to discharge rock slag from the hole completely; the reverse rotation of the drilling tool is strictly forbidden to prevent the drilling tool from falling into the hole.
3) Construction of guide wall
Digging a guide wall ditch with the depth not less than 1.5m and each length of 15m-20m along the side line of the underground continuous wall, symmetrically casting concrete on two sides of the guide wall ditch to form inverted L-shaped guide walls respectively, wherein the distance between the inverted L-shaped guide walls on the two sides is the same as the width of a standard underground continuous wall designed by a drawing, the corresponding inner wall surfaces of the inverted L-shaped guide walls on the two sides are vertical, each section of guide wall ditch is connected to form a closed guide wall along the side line of a foundation pit, the depth of the inverted L-shaped guide wall is equal to the depth of the guide wall ditch, and the extension width of the top of the inverted L-shaped guide wall to the ground is 0.8m-1.2 m.
The guide wall has multiple functions, such as determining the position of a horizontal axis of the wall body and serving as a reference for depth measurement; the guide function is realized when the grooving operation is carried out; the support device is used as a horizontal reference and a bearing fulcrum of a mechanical running track for storing slurry and stabilizing the slurry level in the tank, preventing the collapse of a notch, serving as a temporary resting support point of a reinforcement cage or a joint pipe and the like. When the guide wall meets unfavorable geology such as soft soil, miscellaneous filling and the like, filling replacement and groove wall reinforcement are carried out or a deep guide wall is adopted. The reinforcing method can adopt powder-spraying piles, double-shaft or three-shaft stirring piles, and the invention is not described herein.
4) Slurry preparation
The main function of the slurry is wall protection, and in addition, the slurry has the functions of slag carrying, cooling, soil cutting and lubricating. The trenching mechanical equipment is required to carry out construction of the underground continuous wall in a slurry retaining wall state, and slurry is reasonably used to keep the stability of the walls of the trenches and improve the trenching efficiency. The slurry is preferably prepared by selecting high-quality bentonite, and slurry additives such as a dispersing agent, a fluid loss additive, a tackifier and the like are added to adjust the slurry performance. Specifically, the slurry mix proportion design and test are carried out according to the conditions of site geological conditions, underground water states and the like, and the details are not repeated herein. The newly prepared mud should be stored for more than 24h and can be used after the bentonite or clay is fully hydrolyzed.
5) Soft soil stratum for trenching machine construction
Referring to fig. 4, after the hole leading of the full-casing full-circle drilling machine 4 and the down-the-hole hammer drilling machine 5 is finished, the upper soft soil stratum 1 is constructed by using the trenching machine 6, and the upper soft soil part of the soil body 7 between the two adjacent guide holes 3 is constructed sequentially from left to right or from right to left until the elevation of the hard rock stratum 2. The up-and-down speed of the hydraulic grab bucket of the trenching machine 6 is reasonably controlled to avoid the collapse of the trench wall or the overflow of slurry caused by excessive disturbance.
In some preferred embodiments, a row of alloy bucket teeth 61 are respectively arranged on two sides of the grab bucket of the grooving machine 6, so that the biting force of the hydraulic grab bucket of the grooving machine 6 can be increased, and the grooving efficiency is improved.
6) Hard rock stratum construction with main slot milling machine and auxiliary down-the-hole hammer drill
Referring to fig. 5, after the construction of the trenching machine 6 is finished, the lower hard rock stratum 2 is constructed by taking the trenching machine 8 as a main part and the down-the-hole hammer drilling machine 5 as an auxiliary part, the trenching machine 8 constructs the lower hard rock part of the soil body 7 between the hole positions from left to right or from right to left in sequence until the bottom of the groove, if the middle process meets harder rocks, the down-the-hole hammer drilling machine 5 is used for crushing, the superiority of the down-the-hole hammer to hard, brittle and broken bedrock stratums is fully exerted, the trenching efficiency of the hard rock stratum is improved by matching with the construction of the trenching machine, the abrasion of a milling wheel cutter of the trenching machine 8 is reduced, and the construction cost is reduced.
7) Groove trimming and ultrasonic detection
After grooving is completed, grooving construction is carried out by adopting a grooving machine 8, the grooving machine 8 reciprocates up and down, grooving is carried out from one side to the other side in sequence, the up-and-down speed is controlled well during grooving, and milling wheels during two adjacent reciprocating operations are slightly overlapped to prevent missing soil bodies from not being excavated. And after finishing repairing the groove, timely carrying out ultrasonic detection to ensure that the verticality and the groove depth meet the design requirements, and if not, repairing the groove again and detecting again.
8) Hoisting reinforcement cage
The reinforcement cage is manufactured according to design drawings, the type and grade of the reinforcements, the spacing and the number of the reinforcements and the like cannot be changed at will, and the reinforcement cage needs to ensure the position of the longitudinally reserved concrete pouring guide pipe and is communicated up and down. After sediments at the bottom of the steel reinforcement cage are thoroughly cleaned, the steel reinforcement cage which is manufactured in advance is timely hoisted, the steel reinforcement cage is guaranteed not to swing in the hoisting process, and the position and the elevation are guaranteed to be accurate after the steel reinforcement cage framework enters the groove. Before the steel reinforcement cage is transferred to the tank bottom, the hoisting point of the steel reinforcement cage is converted into a hoisting rib, and the steel reinforcement cage is temporarily fixed by adopting reliable measures.
9) Pouring of concrete
And pouring concrete into the groove section in which the reinforcement cage is placed by using a guide pipe method to form the reinforced concrete wall section.
10) Underground continuous wall forming
And (3) extending one end of the reinforced concrete wall section in the step 9), digging a plurality of groove sections with the same length (the length of each unit groove section is 3m-6m), and connecting two adjacent reinforced concrete wall sections, wherein the total length of the plurality of reinforced concrete wall sections is equal to the length of the underground continuous wall designed by the drawing, so as to obtain the underground continuous wall required by the drawing design.
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 construction method for a foundation pit wall body of a complex stratum with a soft upper part and a hard lower part is characterized in that the construction method comprises the following steps:
s1, measuring and lofting, entering a field by equipment and positioning the equipment;
s2, vertically guiding holes to the elevation of a hard rock stratum by using a full-casing full-circle drilling machine (4), continuously excavating to the bottom of the groove by using a down-the-hole hammer drilling machine (5) to form guide holes (3), and drilling at least two guide holes (3) along the center line of the foundation pit wall;
s3, excavating a guide wall ditch along the side line of the foundation pit wall body, and symmetrically pouring concrete on two sides of the guide wall ditch in situ to form a guide wall;
s4, excavating soil bodies (7) between the hole sites between two adjacent guide holes (3) by using a trenching machine (6) under the state of mud wall protection until the elevation of the hard rock stratum (2);
s5, under the state of mud wall protection, adopting a slotter (8) to excavate the hard rock part of the soil body (7) between the holes until the bottom of the groove, and adopting a down-the-hole hammer drill (5) to assist in breaking hard rock in the construction process of the slotter (8).
2. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 1, wherein: the number of the guide holes (3) is 2-6.
3. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 1, wherein: and a steel casing is adopted to follow up drilling in the hole leading process of the full-casing full-rotary drilling machine (4).
4. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 1, wherein: the down-the-hole hammer drilling machine (5) adopts a pneumatic down-the-hole hammer.
5. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 4, wherein: the drill bit of the down-the-hole hammer drill (5) is a top hammer type thread drill bit, and the end part of the drill bit is provided with high-abrasion-resistance hard alloy spherical teeth.
6. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 1, wherein: in step S2, when the full-casing full-circle drilling machine (4) and the down-the-hole hammer drilling machine (5) are used for drilling, the base is horizontal, and the hoisting sliding wheel rim, the drill and the center of the guide hole (3) are on the same axis, so as to ensure that the guide hole (3) is vertical.
7. The method for constructing the foundation pit wall of the complex stratum with the soft upper part and the hard lower part as claimed in claim 1, wherein: alloy bucket teeth (61) are arranged on two sides of a grab bucket of the trenching machine (6).
8. The method for constructing a foundation pit wall in a complex stratum with a soft upper part and a hard lower part according to any one of claims 1 to 7, wherein: and the method also comprises a step S6 of adopting a slot milling machine (8) to carry out slot repairing construction, and carrying out ultrasonic detection in time after the slot repairing is finished so as to ensure that the verticality and the slot depth meet the design requirements.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111022272.8A CN113882358A (en) | 2021-09-01 | 2021-09-01 | Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part |
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| CN202111022272.8A CN113882358A (en) | 2021-09-01 | 2021-09-01 | Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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