CN111155542A - PBA construction method tunnel waterproof curtain construction method based on hole guiding technology - Google Patents
PBA construction method tunnel waterproof curtain construction method based on hole guiding technology Download PDFInfo
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- CN111155542A CN111155542A CN202010037129.5A CN202010037129A CN111155542A CN 111155542 A CN111155542 A CN 111155542A CN 202010037129 A CN202010037129 A CN 202010037129A CN 111155542 A CN111155542 A CN 111155542A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
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Abstract
The invention belongs to the technical field of tunnel water stop construction, and discloses a PBA construction method of a tunnel water stop curtain based on a hole leading technology. According to the PBA construction method based on the hole leading technology, a plurality of drilling machines can be operated simultaneously in the construction process, so that the number of operators is small, the labor cost is saved, the construction period is shortened, and the construction safety is ensured; the fine sand layer can be blocked by embedding the pile casing, and the jet grouting pile forming is prevented from being influenced by hole collapse. And the construction by adopting the column-hole method needs less excavation steps, can ensure that the ground surface generates less settlement while shortening the construction period, and has good control effect on site construction and ground settlement.
Description
Technical Field
The invention belongs to the technical field of tunnel water-stop construction, and particularly relates to a PBA construction method of a tunnel water-stop curtain based on a hole leading technology.
Background
Currently, the closest prior art: with the rapid development of economic construction in China, land resources are increasingly in short supply, in order to fully utilize underground space to meet the requirements of use functions and civil air defense engineering, a large number of large-scale ultra-deep buried engineering appears in urban rail transit engineering construction, the underground engineering has the characteristics of compact site, short engineering distance, deeper and deeper depth and large scale and size, and a space enclosing structure scheme with feasible technology and reasonable cost is required to be selected for design and construction so as to ensure the safety and construction progress of a space enclosing system around the underground engineering and a foundation pit.
With the increasing of rail transit engineering in recent years, underground engineering is increasing, so that underground water causes great trouble to engineering construction in the construction process. Therefore, the construction progress, quality, fund investment and the like of the waterproof curtain become a main construction control work.
In the prior art, patent document No. CN201710060590.0 discloses a method for constructing a waterproof curtain of a triaxial mixing pile, which specifically includes measuring and setting out, digging a trench, positioning a pile driver, preparing cement grout, injecting the grout, drilling and stirring. However, the construction means still only can form one pile by one-time equipment, the machine is relocated every time, time is wasted, holes are prone to deviation under the influence of pebbles, adjacent piles are prone to being embedded and sleeved incompletely, and the water stopping effect cannot be achieved in the later period.
In the prior art, patent document No. CN201110191512.7 discloses a method for constructing a waterproof curtain of a dual high-pressure jet grouting pile, where the waterproof curtain construction includes: firstly, a geological drilling machine is used for separating one-leading-one-jumping type leading holes and constructing high-pressure jet grouting piles, then partial leading hole construction is carried out among the leading hole construction jet grouting piles, a first row of mutually-occluded jet grouting pile continuous bodies are formed, a plurality of rows are constructed in the same method, the pile positions among the rows are arranged in a quincuncial shape and are overlapped, and the number of the rows is determined by the soil quality type, the compactness and the depth of the jet grouting piles of the soil layer geology; when in rotary spraying, a grouting pipe with a nozzle is lowered to the preset depth of the soil layer, a high-pressure pump generates pressure of 20-40 Mpa to spray slurry or water out of the nozzle, the formed spraying flow breaks the soil layer in a punching mode, soil particles are peeled off from the soil layer when the dynamic pressure of the spraying flow is larger than the structural strength of the soil layer, a part of fine particles are blown out of the ground along with the sprayed slurry or water, the rest of soil particles are stirred and mixed with the slurry under the action of the impact force, the centrifugal force and the gravity of the spraying flow to form a cylindrical solidified body, namely, rotary spraying piles, the rotary spraying piles are mutually occluded and condensed, the strength and the impermeability of the rotary spraying piles meet the design requirements, and the waterproof curtain capable of preventing seepage is formed. However, the construction method has the problems that the fine sand layer is easy to collapse, further pile breakage is formed, and jet grouting is not compact, and the water stopping effect is not guaranteed. And the diameter of the jet grouting pile body is not uniform, so that the occlusion water stopping effect is influenced. The construction cost is high, the construction speed is low, the period is long, and the labor intensity is high. Therefore, a new method for constructing a waterproof curtain for a tunnel based on a hole-guiding technology is needed to solve the problems in the prior art.
In summary, the problems of the prior art are as follows:
(1) the existing construction means of the tunnel waterproof curtain still stays in that only one pile can be formed by one-time equipment, and the machine is relocated every time, so that time is wasted, and meanwhile, adjacent piles are easily embedded and sleeved in a non-position mode, so that the waterproof effect cannot be achieved in the later period.
(2) The existing tunnel waterproof curtain method has the disadvantages of high construction cost, low construction speed, long period and high labor intensity.
(3) In the existing method for the tunnel jet grouting waterproof curtain, a fine sand layer is easy to collapse, so that broken piles are formed, jet grouting is not compact, and waterproof effect is not guaranteed.
The difficulty of solving the technical problems is as follows: the underground space is narrow, and the construction operation difficulty is higher; the construction stratum is complex, pebbles in a pebble stratum are large, the construction stratum is thick, and the mechanical requirement is high; the construction environment is complex, and the difficulty of slurry treatment and outward transportation is high.
The significance of solving the technical problems is as follows: the quality problems that the water stopping effect is influenced by large verticality deviation, uneven pile body diameter, broken pile, incompact occlusion and the like caused by the fact that a common jet grouting pile passes through unfavorable geology in the construction process are solved, and the construction safety of the underground excavated tunnel under the condition of no precipitation is fully ensured.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a method for constructing a waterproof curtain of a tunnel by a subsurface excavation PBA construction method based on a hole leading technology.
The invention is realized in this way, a PBA method tunnel waterproof curtain construction method based on the hole leading technology, which comprises the following steps:
step one, measuring paying-off and manual hole breaking: setting point locations, marking the point locations, removing the reinforced concrete grids in the upper pilot tunnel, and measuring the peak wind pressure load of the wall surface of the partition wall;
the partition wall peak value wind pressure load survey specifically includes:
(1) the method comprises the following steps of selecting a single-hole mid-partition wall preliminary investigation monitoring point, arranging sensors on a selected typical section, setting n wind pressure monitoring points at the same vertical height in the section range according to a wind pressure rule, wherein n is more than or equal to 8, and j is more than or equal to 6 and is continuously and longitudinally arranged; n wind pressure sensors which are vertically and evenly distributed are vertically arranged along the transverse section at the interval of 0.4m, another transverse section is arranged at the interval of 1.2m in the same way, j rows are arranged in total, and an n multiplied by j orthogonal multi-point wind pressure sensor monitoring network is formed;
(2) obtaining the distribution rule of the wind pressure on the middle partition wall surface according to the real-time monitoring data, selecting the peak section which generates the maximum wind pressure when passing through the middle partition wall as the limit value of the wind pressure, and selecting five specific monitoring values of the wind pressure control points according to the distribution rule to define as q1、q2、q3、q4、q5The wind pressure is respectively separated from the bottom of the middle partition wall to the top of the middle partition wall by a control value h1、h2、h3、h4(ii) a Wherein the height h of the wall body is as follows: h is h1+h2+h3+h4(ii) a The wind pressure that the mid-board receives:
step two, embedding a pile casing: the center of a drill bit of the rotary drilling rig is aligned with the center of the placing point position, a hole is dug and reamed, the diameter of the dug hole is larger than the diameter of the protective cylinder, the depth of the dug hole is the length of the protective cylinder, clay is backfilled in the hole, the drill bit of the rotary drilling rig is used for tamping to be compact, and the protective cylinder is placed by a crane;
step three, guiding a hole drilling machine to be in place: placing a pile machine on the side face of the pile casing at the specified pile position, moving the pile machine to the specified pile position, and aligning a drill bit to the central hole position of the pile casing;
fourthly, drilling a hole by a drilling machine: starting a drilling machine, rotating and drilling at the same time, and guiding holes by adopting a pipe following and wall protecting method;
step five, measuring the inclination of the pile position: carrying out hole position inclination measurement;
step six, forming holes and lowering the PVC pipes: after inclination measurement is finished, the PVC pipes are put into the sleeve one by one, and the two PVC pipes are connected by using an adhesive tape;
step seven, drill lifting, hole forming and drill moving: after the PVC pipe is installed, lifting the drill rod out of the hole site; taking out all the drill rods, leading holes to form holes, moving a drilling machine, and performing construction at the next pile position;
step eight, configuring and checking a guniting device: assembling and debugging rotary jet stirring equipment to ensure normal operation of the equipment and smooth grouting pipeline; monitoring data of all sensors of the configuration and inspection guniting equipment are written in batch, IFC physical files integrating the monitoring data are output, BIM model uploading and cloud checking are achieved through network and Web visualization technologies, and the BIM model is lightened by adopting Webgraphics Library drawing technology standards; nesting a light BIM model, and issuing the light tunnel model to the Internet through a Web link port of a written program; the mobile display devices such as mobile phone display and tablet personal computer can enable monitoring personnel to master the field condition when the monitoring personnel are not in the monitoring field;
step nine, preparing slurry: measuring the mass of cement and water, preparing, filtering by a 60-mesh sieve after the preparation is finished, and putting into a slurry storage pool;
step ten, forming a pile by rotary spraying and stirring: and lifting the composite jet-mixing drilling tool upwards, pumping the cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing the slurry in the hole opening when necessary to finish the curtain pile.
Further, in the first step, a site area is cleaned before construction, and upper miscellaneous soil is excavated in the site area by a small excavator; and after the breaking is finished, a surveyor checks the pile position, and after the pile position is qualified, the next procedure construction is carried out.
Further, in the second step, the pile casing is made of a steel pile casing made of a steel plate with the thickness not less than 6mm, and reinforcing rings with the thickness of 6mm and the height of 15cm are welded on the top, the middle and the bottom; the joint of the steel plate of the pile casing is welded compactly and completely, so that slurry leakage cannot occur; during manufacturing, the inner diameter of the steel casing is 200-400mm larger than the pile diameter; the pile casing is buried and is higher than the construction ground, and the top of the pile casing is higher than the construction water level or the underground water level by 1.5m and is higher than the construction ground by 0.3 m.
Furthermore, in the third step, the pile machine is calibrated by using a horizontal ruler and a positioning measuring hammer, so that the pile machine is horizontal; the guide frame and the drill rod are vertical to the ground, the verticality deviation is not more than 1%, and the pile position alignment error is not more than 5 cm; and forming a special recording table by the guide hole pile.
Further, in the fourth step, the drilling machine is an in-hole customized drilling machine, in the drilling process, two drill rods are simultaneously installed and drilled, and when the drilling machine is disassembled, the internal power drill rod is firstly disassembled, and then the external wall protection sleeve is disassembled;
after the hole is formed, the verticality is measured by adopting professional equipment, and the measured quantity is used as reference data based on-site actual measurement.
Further, in the fifth step, after the pilot hole drilling machine drills to the designed elevation, all the internal drill rods are lifted out, the inclinometer is placed in the wall protection sleeve, point-by-point measurement is carried out, hole position inclination measurement is carried out, and the deviation degree of formed holes is smaller than 1%.
Further, in the seventh step, in the drill lifting process, if the pvc is brought out, the pvc pipe is taken out and put down again.
Further, in the ninth step, in order to prevent the cement paste in the paste storage pool from precipitating, the cement paste is continuously stirred by a mud pump; in order to prevent the coarse particles from being sucked to block the nozzle of the drill bit, the pump head of the slurry pump is covered by a fine mesh gauze cover.
Further, in the tenth step, when the cement slurry is pumped, the cement slurry is stirred while being jetted, when the cement slurry is lifted to the orifice, the cement slurry descends and the drilling tool is lifted again and the cement slurry is jetted and stirred in a rotating mode, and the cement slurry pumping and the stirring are stopped.
The invention also aims to provide a tunneling waterproof curtain construction device based on the underground excavation PBA method, which is used for implementing the tunneling waterproof curtain construction method based on the hole guiding technology.
In summary, the advantages and positive effects of the invention are: according to the PBA construction method based on the hole leading technology, a plurality of drilling machines can be operated simultaneously in the construction process, so that the number of operators is small, the labor cost is saved, the construction period is shortened, and the construction safety is ensured; the fine sand layer can be blocked by embedding the pile casing, and the jet grouting pile forming is prevented from being influenced by hole collapse. And the construction by adopting the column-hole method needs less excavation steps, can ensure that the ground surface generates less settlement while shortening the construction period, and has good control effect on site construction and ground settlement.
Drawings
Fig. 1 is a flowchart of a method for constructing a waterproof curtain of a tunnel in a PBA method based on a hole guiding technique according to an embodiment of the present invention.
Fig. 2 is a schematic diagram of a method for constructing a waterproof curtain of a tunnel in a PBA method based on a hole guiding technique according to an embodiment of the present invention.
Fig. 3 is a graph showing the relationship between surface subsidence and excavation steps in 3 construction methods according to an embodiment of the present invention.
Fig. 4 is a schematic view of a surface subsider according to different construction methods provided by an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following 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.
The existing construction means of the tunnel waterproof curtain still stays in that only one pile can be formed by one-time equipment, and the machine is relocated every time, so that time is wasted, and meanwhile, adjacent piles are easily embedded and sleeved in a non-position mode, so that the waterproof effect cannot be achieved in the later period. The existing tunnel waterproof curtain method has the disadvantages of high construction cost, low construction speed, long period and high labor intensity.
Aiming at the problems in the prior art, the invention provides a method for constructing a tunnel waterproof curtain by a PBA construction method based on a hole guiding technology, and the invention is described in detail with reference to the attached drawings.
The PBA construction method of the tunnel waterproof curtain based on the hole guiding technology comprises hole guiding construction and jet grouting construction.
As shown in fig. 1, the method for constructing a pilot hole according to an embodiment of the present invention includes the following steps:
s101, measuring paying-off and manual hole breaking: and (4) placing a point location by a surveyor, marking the point location, and then manually breaking the reinforced concrete grating in the upper pilot tunnel.
S102, aligning the center of a drill bit of the rotary drilling rig to the center of the position location, digging a hole and expanding the hole, wherein the diameter of the dug hole is larger than that of the protective cylinder, the digging depth is the length of the protective cylinder, clay is backfilled in the hole, the drill bit of the rotary drilling rig is used for tamping and compacting, and the protective cylinder is placed by a crane.
S103, guiding a hole drilling machine to be in place: and placing the pile machine on the side surface of the pile casing at the appointed pile position, moving the pile machine to the appointed pile position, and aligning the drill bit to the central hole position of the pile casing.
S104, drilling a hole by a drilling machine: and starting the drilling machine, rotating and drilling, and guiding holes by adopting a pipe-following wall protection method.
S105, pile position inclination measurement: and (6) carrying out hole position inclination measurement.
S106, forming a hole and lowering the PVC pipe: after the inclination measurement is finished, the PVC pipes are put into the sleeve pipe one by one, and the two PVC pipes are connected through the adhesive tape.
S107, lifting the drill, forming a hole and moving the drill: after the PVC pipe is installed, lifting the drill rod out of the hole site; and taking out the drill rod, leading the drill rod to form a hole, moving the drilling machine, and performing construction at the next pile position.
S108, configuring and checking a guniting device: assembling and debugging rotary jet stirring equipment to ensure normal operation of the equipment and smooth grouting pipeline;
s109, preparing slurry: measuring the mass of cement and water, preparing, filtering by a 60-mesh sieve after the preparation is finished, and putting into a slurry storage pool;
s110, forming a pile by rotary spraying and stirring: and lifting the composite jet-mixing drilling tool upwards, pumping the cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing the slurry in the hole opening when necessary to finish the curtain pile.
In a preferred embodiment of the present invention, step S101 further comprises: measuring the peak wind pressure load of the wall surface of the partition wall; the partition wall peak value wind pressure load survey specifically includes:
(1) the method comprises the following steps of selecting a single-hole mid-partition wall preliminary investigation monitoring point, arranging sensors on a selected typical section, setting n wind pressure monitoring points at the same vertical height in the section range according to a wind pressure rule, wherein n is more than or equal to 8, and j is more than or equal to 6 and is continuously and longitudinally arranged; n wind pressure sensors which are vertically and evenly distributed are vertically arranged along the transverse section at the interval of 0.4m, another transverse section is arranged at the interval of 1.2m in the same way, j rows are arranged in total, and an n multiplied by j orthogonal multi-point wind pressure sensor monitoring network is formed;
(2) obtaining the distribution rule of the wind pressure on the middle partition wall surface according to the real-time monitoring data, selecting the peak section which generates the maximum wind pressure when passing through the middle partition wall as the limit value of the wind pressure, and selecting five specific monitoring values of the wind pressure control points according to the distribution rule to define as q1、q2、q3、q4、q5The wind pressure is respectively separated from the bottom of the middle partition wall to the top of the middle partition wall by a control value h1、h2、h3、h4(ii) a Wherein the height h of the wall body is as follows: h is h1+h2+h3+h4(ii) a The wind pressure that the mid-board receives:
in a preferred embodiment of the present invention, step S108 further includes: monitoring data of all sensors of the configuration and inspection guniting equipment are written in batch, IFC physical files integrating the monitoring data are output, BIM model uploading and cloud checking are achieved through a network and Web visualization technology, and the BIM model is lightened by adopting a Web Graphics Library drawing technology standard; nesting a light BIM model, and issuing the light tunnel model to the Internet through a Web link port of a written program; the mobile display devices such as mobile phone display and tablet personal computer can enable monitoring personnel to master the field condition when the monitoring personnel are not in the monitoring field.
As shown in fig. 2, a schematic diagram of a hole guiding construction method according to an embodiment of the present invention is provided.
The technical solution of the present invention will be further described with reference to the following examples.
Examples
1. Overview of the engineering
1.1 geographic location
The shield starting well between the Xiamen station and the west dam river station is located in the green space in front of the department store, provides a receiving and hoisting place for the translation and split starting of 2 soil pressure balance shield machines with the diameter of 6680mm in the section of the standard, the 11-standard disintegration return and the shield arrival of 14-standard sections.
1.2 design overview
The main structure of the channel is a two-layer single-span structure under the ground, and the thickness of the vault soil covering is about 16 m. The clear height of the structure is 14.74m, and the clear width is 10 m. The main structure adopts a subsurface excavation PBA construction method, reverse construction is carried out, a structural arch is composed of a steel grating, a primary support of sprayed concrete and a secondary lining of cast reinforced concrete, and a flexible waterproof layer is arranged between the two linings; the PBA construction method adopts a filling pile as a main structure side pile; and a waterproof layer is arranged between the cast-in-place pile and the structural lining.
The channel is constructed in a water blocking mode, the upper pilot tunnel is basically not filled with water, a water-resisting layer is arranged at the bottom of the upper pilot tunnel, and the channel has the condition of adopting a suspended water-stopping curtain.
The invention adopts three suspended curtains of a jet grouting pile, an occlusive pile and an ultrahigh pressure jet grouting pile (RJP) as test engineering at the same time for comparing different waterproof curtain types.
1.3 construction site
1) A shield well transverse passage construction site;
2) clearance size: 4.0X 80.5 m;
3) elevation of the ground: 41.4 m;
4) bottom hole elevation: 21.928 m;
5) height of the pilot tunnel: 5.0 m;
6) the water stopping scheme is as follows: three suspension type curtains of a jet grouting pile, an occlusive pile and an ultrahigh pressure jet grouting pile;
7) the form of the enclosure structure is as follows: reinforced concrete bored pile;
8) the construction method comprises the following steps: an open cut method of a bored pile enclosure structure.
1.4 hydrogeology
Geological conditions, namely, the main structure range of the translational channel is excavated from top to bottom into layers of silty clay ⑥, silty fine sand ⑦ 2, pebble round gravel ⑦, medium coarse sand ⑦ 1 and silty clay ⑦ 3, the thickness of unfavorable geology is about 7.8m, and the observation condition of underground water level is shown in table 1.
TABLE 1 underground Water level Observation Condition List
1.5 geological hydrology
The confined water (III) is used for crushing fine sand, pebbles-round gravels, medium coarse sand and silty clay, and the buried depth is 18.10-22.55 m.
The pressure-bearing water (IV) is silty clay, fine sand and fine medium sand, and the burial depth is 24.20-29.40 m.
2. Transverse passage water-stop curtain construction scheme
2.1 Water stop design
The statistical table of the transverse channel jet grouting pile is shown in table 2.
TABLE 2 statistical table for horizontal channel jet grouting pile
2.2 construction Process
The flow chart of the lead hole is shown in figures 1 and 2, and the flow chart of the rotary spraying is shown in figures 3 and 4.
2.3 construction equipment
The power usage of the device is shown in table 3.
TABLE 3 electric power meter for equipment
3. Hole guiding construction
3.1 measurement of paying-off and hole breaking
The construction method comprises the steps of cleaning a site area before construction, excavating upper miscellaneous soil in the site area by a small excavator, placing a point location according to regulations by a measurer, marking the point location, then manually excavating the reinforced concrete grids in an upper pilot tunnel, inspecting a pile location by the measurer after the excavation is finished, and performing next procedure construction after the acceptance inspection is qualified.
3.2 drill in place
The pile driver is placed near the designated pile position, the pile driver is moved to the designated pile position, the drill bit is aligned to the center of the hole position, the pile driver is calibrated by using a horizontal ruler and a positioning measuring hammer, the pile driver is made to be horizontal, the guide frame and the drill rod are made to be vertical to the ground, the verticality deviation is not more than 1%, and the pile position alignment error is not more than 5 cm.
The pilot hole pile is formed into a special recording table, and a reference basis is provided for the construction of the jet grouting pile.
3.3 drilling with a drilling machine
And starting the drilling machine to drill while rotating, wherein the drilling depth is not less than the designed depth. The hole leading adopts a 'pipe following and wall protecting' process, the drilling machine is a drilling machine manufactured in a hole, has stronger pertinence to the hole forming of a pebble layer, and adopts a ZP-200 grouting pump to provide slurry so as to reduce the probability of pipe blockage; in the drilling process, the two drill rods are installed and drilled simultaneously, and when the drill rods are disassembled, the external wall protection sleeve is disassembled after the internal power drill rods are disassembled, so that the hole wall collapse probability is reduced. And forcibly drilling is strictly forbidden in the drilling process so as to avoid damaging the power head and the drill rod, after the hole is formed, professional equipment is adopted for measuring the verticality, and the measured quantity is used as reference data based on-site actual measurement.
3.4 pile position slope measurement
After the pilot hole drilling machine drills to the designed elevation, the inner drill rods are all lifted, the inclinometer is placed in the wall protection sleeve, point-by-point measurement is carried out, hole position inclination measurement is carried out, and the used equipment is a CX-5C type inclinometer. The degree of deviation of the bore has so far met the design requirements. And much less than 1%.
3.5 pore-forming is transferred PVC pipe
After the inclination measurement is completed and meets the requirements, the PVC pipes are put into the casing pipe one by one, and the two PVC pipes are connected through the adhesive tape to ensure flexible connection and prevent hole collapse.
3.6 lifting drill and forming hole
After the installation of the PVC pipe is finished, the drill rod is lifted out of the hole site, the drill rig is strictly prohibited to shake in the drill lifting process, the PVC pipe is prevented from being broken by extrusion, and if the PVC pipe is taken out in the drill lifting process, the PVC pipe is taken out and put down again. And taking out the drill rod, leading the drill rod to form a hole, moving the drilling machine, and performing construction at the next pile position.
3.7 configuration and inspection of guniting equipment
Assembling and debugging rotary jet stirring equipment to ensure normal operation of the equipment and smooth grouting pipeline;
3.8 preparation of slurry: and measuring the mass of the cement and the water, preparing, filtering by a 60-mesh sieve after the preparation, and putting into a slurry storage tank. In order to prevent the cement paste in the paste storage pool from precipitating, the cement paste is continuously stirred by a mud pump; in order to prevent the coarse particles from being sucked to block the nozzle of the drill bit, the pump head of the slurry pump is covered by a fine mesh gauze cover.
3.9 rotary spraying stirring pile forming: and lifting the composite spraying and stirring drilling tool upwards, pumping the cement slurry in the slurry storage pool into the hole through a high-pressure pump of a grouting pump, stirring while performing rotary spraying, descending again when the hole is lifted to the hole opening, lifting the drilling tool and performing rotary spraying and stirring, stopping pumping the cement slurry and stirring, and supplementing the slurry to the hole opening if necessary to finish the curtain pile.
The curtain pile is formed by stirring and spraying a long spiral drilling machine, and the main spraying parameters and the grout ratio are shown in table 4.
TABLE 4 main injection parameters and slurry ratios
In order to prove the influence of the column hole method (PBA) on the number of excavation steps and ground surface settlement, numerical simulation comparison and selection are performed on the following construction methods such as the column hole method, the side hole method and the CRD method.
The relationship between the ground surface settlement and the excavation steps in the 3 construction methods is shown in a figure 3, the ground surface settling tank is shown in a figure 3, and the maximum ground surface settlement is shown in a figure 5.
Summary of settlement of earth surface under surface 53 construction method
As can be seen from fig. 3, 4 and 5, when the underground excavation station is constructed by adopting different construction methods, the settlement of the ground surface and the pipeline has some differences, and the maximum value of the settlement is smaller when the column-hole method is constructed compared with the other two construction methods; and the number of excavation steps of the column hole method is relatively small, and the construction period is short.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A PBA construction method of a tunnel waterproof curtain based on a hole leading technology is characterized by comprising the following steps of:
step one, measuring paying-off and manual hole breaking: setting point locations, marking the point locations, removing the reinforced concrete grids in the upper pilot tunnel, and measuring the peak wind pressure load of the wall surface of the partition wall;
the partition wall peak value wind pressure load survey specifically includes:
(1) the method comprises the following steps of selecting a single-hole mid-partition wall preliminary investigation monitoring point, arranging sensors on a selected typical section, setting n wind pressure monitoring points at the same vertical height in the section range according to a wind pressure rule, wherein n is more than or equal to 8, and j is more than or equal to 6 and is continuously and longitudinally arranged; n wind pressure sensors which are vertically and evenly distributed are vertically arranged along the transverse section at the interval of 0.4m, another transverse section is arranged at the interval of 1.2m in the same way, j rows are arranged in total, and an n multiplied by j orthogonal multi-point wind pressure sensor monitoring network is formed;
(2) obtaining the distribution rule of the wind pressure on the middle partition wall surface according to the real-time monitoring data, selecting the peak section which generates the maximum wind pressure when passing through the middle partition wall as the limit value of the wind pressure, and selecting five specific monitoring values of the wind pressure control points according to the distribution rule to define as q1、q2、q3、q4、q5The wind pressure is respectively separated from the bottom of the middle partition wall to the top of the middle partition wall by a control value h1、h2、h3、h4(ii) a Wherein the height h of the wall body is as follows: h is h1+h2+h3+h4(ii) a The wind pressure that the mid-board receives:
step two, embedding a pile casing: the center of a drill bit of the rotary drilling rig is aligned with the center of the placing point position, a hole is dug and reamed, the diameter of the dug hole is larger than the diameter of the protective cylinder, the depth of the dug hole is the length of the protective cylinder, clay is backfilled in the hole, the drill bit of the rotary drilling rig is used for tamping to be compact, and the protective cylinder is placed by a crane;
step three, guiding a hole drilling machine to be in place: placing a pile machine on the side face of the pile casing at the specified pile position, moving the pile machine to the specified pile position, and aligning a drill bit to the central hole position of the pile casing;
fourthly, drilling a hole by a drilling machine: starting a drilling machine, rotating and drilling at the same time, and guiding holes by adopting a pipe following and wall protecting method;
step five, measuring the inclination of the pile position: carrying out hole position inclination measurement;
step six, forming holes and lowering the PVC pipes: after inclination measurement is finished, the PVC pipes are put into the sleeve one by one, and the two PVC pipes are connected by using an adhesive tape;
step seven, drill lifting, hole forming and drill moving: after the PVC pipe is installed, lifting the drill rod out of the hole site; taking out all the drill rods, leading holes to form holes, moving a drilling machine, and performing construction at the next pile position;
step eight, configuring and checking a guniting device: assembling and debugging rotary jet stirring equipment to ensure normal operation of the equipment and smooth grouting pipeline; monitoring data of all sensors of the configuration and inspection guniting equipment are written in batch, IFC physical files integrating the monitoring data are output, BIM model uploading and cloud checking are achieved through a network and Web visualization technology, and the BIM model is lightened by adopting a Web graphics library drawing technology standard; nesting a light BIM model, and issuing the light tunnel model to the Internet through a Web link port of a written program; the mobile display devices such as mobile phone display and tablet personal computer can enable monitoring personnel to master the field condition when the monitoring personnel are not in the monitoring field;
step nine, preparing slurry: measuring the mass of cement and water, preparing, filtering by a 60-mesh sieve after the preparation is finished, and putting into a slurry storage pool;
step ten, forming a pile by rotary spraying and stirring: and lifting the composite jet-mixing drilling tool upwards, pumping the cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing the slurry in the hole opening when necessary to finish the curtain pile.
2. The PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology as claimed in claim 1, wherein in the first step, a site area is cleaned before construction, and upper miscellaneous soil is excavated in the site area by a small excavator; and after the breaking is finished, a surveyor checks the pile position, and after the pile position is qualified, the next procedure construction is carried out.
3. The PBA construction method of tunnel waterproof curtain based on the hole guiding technology as claimed in claim 1, wherein in the second step, the pile casing is made of steel pile casing made of steel plate with thickness not less than 6mm, and reinforcing rings with thickness of 6mm and height of 15cm are welded on the top, the middle and the bottom; the joint of the steel plate of the pile casing is welded compactly and completely, so that slurry leakage cannot occur; during manufacturing, the inner diameter of the steel casing is 200-400mm larger than the pile diameter; the pile casing is buried and is higher than the construction ground, and the top of the pile casing is higher than the construction water level or the underground water level by 1.5m and is higher than the construction ground by 0.3 m.
4. The PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology as claimed in claim 1, wherein in the third step, a pile machine is calibrated by a horizontal ruler and a positioning measuring hammer to enable the pile machine to be horizontal; the guide frame and the drill rod are vertical to the ground, the verticality deviation is not more than 1%, and the pile position alignment error is not more than 5 cm; and forming a special recording table by the guide hole pile.
5. The PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology as claimed in claim 1, wherein in the fourth step, the drilling machine is an in-hole customized drilling machine, in the drilling process, two drill rods are simultaneously installed and drilled, and when in disassembly, the internal power drill rod is firstly disassembled, and then the external retaining wall casing pipe is disassembled;
after the hole is formed, the verticality is measured by adopting professional equipment, and the measured quantity is used as reference data based on-site actual measurement.
6. The PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology as claimed in claim 1, wherein in the fifth step, after a hole guiding drilling machine drills to a designed elevation, all internal drill rods are lifted out, an inclinometer is placed in a wall protection sleeve, point-by-point measurement is carried out, hole position inclination measurement is carried out, and the deviation degree of formed holes is less than 1%.
7. The PBA construction method of tunnel waterproof curtain based on the hole guiding technology as claimed in claim 1, wherein in the seventh step, if the pvc pipe is taken out in the drilling process, the pvc pipe is taken out and put down again.
8. The PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology as claimed in claim 1, wherein in the ninth step, in order to prevent the cement paste in the slurry storage tank from settling, the cement paste is stirred by a slurry pump uninterruptedly; in order to prevent the coarse particles from being sucked to block the nozzle of the drill bit, the pump head of the slurry pump is covered by a fine mesh gauze cover.
9. The PBA construction method of tunnel waterproof curtain based on the pilot hole technology as claimed in claim 1, wherein in the tenth step, cement slurry is pumped while being stirred by rotary jetting, and when the cement slurry is lifted to the hole opening, the cement slurry is descended again, the drilling tool is lifted and the stirring is carried out by rotary jetting, and the pumping of the cement slurry and the stirring are stopped.
10. An underground excavation PBA construction method tunnel waterproof curtain construction device based on the hole guiding technology for implementing the PBA construction method tunnel waterproof curtain construction method based on the hole guiding technology according to any one of claims 1 to 9.
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