CN114320360A - TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method - Google Patents
TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method Download PDFInfo
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Abstract
The invention belongs to the technical field of tunnel water stop construction, and discloses a TRD and surface deep hole half-section grouting combined tunnel advanced water stop curtain construction method which comprises the steps of stratum exploration, positioning measurement pay-off, TRD in-place transverse cutting, TRD transverse withdrawal cutting, cutting box grouting and stirring wall forming, hole protection pipe placing and splicing, grouting hole drilling, pile position coring and hole forming inclination detection, installation and debugging of a grouting device, slurry preparation, stirring and lifting pile forming. The TRD stirring wall and the deep hole grouting pile provided by the invention are combined to reinforce the stratum and perform advanced plugging, so that the disaster-causing influence of groundwater seepage of a water-rich stratum on tunnel surrounding rocks is inhibited; the miscellaneous fill layer is blocked by embedding and splicing the hole protection pipe, so that the pile forming is prevented from being influenced by hole collapse, and the deep hole is reinforced to ensure the smoothness of the grouting hole. Compared with the traditional one-time wall-forming TRD construction method, the method solves the problem that the TRD construction method is easily limited by complex geological conditions, such as a tunnel underpass river, a water-rich broken stratum engineering, an irregular-shaped foundation pit engineering and the like.
Description
Technical Field
The invention belongs to the technical field of tunnel water stop construction, and particularly relates to a TRD and surface deep hole half-section grouting combined advanced water stop curtain construction method.
Background
The Qingdao is one of the most complicated coastal cities in the east of China. Geological conditions are mostly rich water sand layers and broken rock layer sections with poor cementing capacity, the construction disturbance risk is high, tunnel surrounding rock plasticity is low, the verifiability of the reinforcing effect is poor, the problems of large sedimentation control difficulty and the like are prominent. The TRD stirring cement wall is widely used at home at present due to the good water-stopping and reinforcing effects. However, the TRD cement wall has the limitation that the geological adaptability is poor, and in the face of the influence of offshore complex geology on the construction of urban underground space and the safety and stability of later maintenance, it is difficult to reduce the long-term erosion of seepage force to engineering surrounding rock by only using a cement wall mixing method, so as to achieve the expected water stop effect and wall forming quality. Meanwhile, the existing tunnel grouting reinforcement is mainly a single-process operation mode of advanced deep hole grouting in a tunnel, grouting one section, excavating one section and reserving one section, and the engineering progress is slow, but at present, a continuous construction process well combining two or more methods is not generated.
In the prior art, patent document No. 202010037129.5 discloses a PBA method tunnel waterproof curtain construction method based on a hole guiding technology, which specifically includes measuring a defense line and manually breaking a hole, embedding a protective cylinder, positioning a hole guiding machine, drilling a hole by a drilling machine, measuring a pile position inclination, placing a PVC pipe in the hole, lifting a drill, forming a hole, moving the drill, configuring and checking a grout spraying device, configuring grout, and performing rotary spraying and stirring to form a pile. However, the construction process has the following defects: the embedded pile casing needs to be manufactured and welded to ensure the compaction and hole protection effects, the cost is high, the time consumption is increased, the welded rod piece cannot be widely used in other engineering fields after being recovered, the application value is reduced, and the resource waste is caused; the construction process is limited to shallow hole grouting and water stopping, and has limited guiding significance for projects which can achieve the effect only by deep hole grouting; the grouting water-stopping effect is difficult to guarantee, and especially in offshore water-rich broken complex strata, the expected water-stopping effect is often difficult to achieve by single grouting reinforcement in projects facing complex geological conditions.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method.
The invention is realized in this way, a TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method, which comprises the following steps:
step one, stratum exploration: carrying out geological exploration and geological sketch on a construction stratum, carrying out geological prediction and prediction in advance by combining with advanced geological prediction equipment equipped on a TBM (tunnel boring machine), and determining the positions of a water-rich sand layer, a strongly weathered broken rock layer and a moderately weathered broken rock layer;
step two, positioning measurement paying-off: checking and cleaning a to-be-constructed field area, presetting cement wall positions of a good-geology area and grouting hole positions of a poor-geology area by a measurer according to the geological forecast condition of the area in the step one, positioning and marking preset point position measuring lines, and then determining a ventilation standard, wherein a press-in ventilation scheme is adopted in a TBM construction section of the standard section, and a wind wall ventilation scheme is adopted as a large fault substitution scheme; an imported energy-saving axial-flow tunnel fan is selected to replace a ventilator, and a domestic self-developed axial-flow ventilator can be selected;
the ventilation standard parameters specifically include:
in the construction process, the volume of oxygen in the hole is not less than 20 percent; allowable dust concentration: more than 10 percent of free SiO is contained in per cubic meter of air2Does not exceed 2 mg; the maximum allowable concentration of CO is 30mg/m3；CO2By volume no greater than 0.5%; the nitrogen oxide is 5mg/m3The following; the air temperature in the tunnel is not higher than 28 ℃; fresh air should be supplied for 3m per person3Min; the minimum wind speed in the tunnel is regulated to be 0.15m/s by the construction of the development machine;
the ventilation calculation specifically comprises:
according to the standard requirements of tunnel construction, determining the fan power and the air pipe diameter according to the required air volume, air pressure and air pipe loss in ventilation calculation;
(1) calculation of air volume required in tunnel
Firstly, according to the fresh air required by the maximum number of people working in the hole at the same time, the required air quantity Q is calculated1；
Q1＝K×q×n
Wherein K is an air volume standby coefficient; q is the human average fresh air amount; n is the number of tunnel operation people;
② calculating required air quantity Q according to specified minimum wind speed in the tunnel2；
Q2＝s×v
Wherein s is the area of the excavation surface; v is the minimum wind speed in the tunnel;
therefore, the air quantity required by the tunnel can be obtained;
(2) air supply quantity calculation
Besides meeting the normal air quantity of the tunnel, the air supply quantity of the fan also needs to be considered:
Qfor supplying to＝P×Q2
Wherein P is the air leakage coefficient, the total length L of the known design line is calculated by adopting 1% for every 100m of air leakage rate, and then the air leakage rate of the total length of the supplied air can be obtained;
(3) calculation of wind pressure
Calculating the total wind pressure P of the fan in the ventilation processGeneral assemblyTo guarantee the demand that the air outlet reaches the amount of wind, need consider along the way tuber pipe friction loss, so:
Pgeneral assembly＝RfQFor supplying toQGo out+HD+H
Wherein QFor supplying toSupplying air quantity to the ventilator; hDFor in tunnelsLoss of resistance; h is other resistance losses; rfAs coefficient of ventilation resistance, Rf＝(6.5aL)/d5A is the coefficient of friction resistance of the pipeline; l is the length of the air pipe; d is the diameter of the air pipe;
(4) fan power calculation
W＝QFor supplying toPGeneral assemblyK/1000η
Wherein QFor supplying toSupplying air quantity to the fan; p is the working air pressure of the fan; the working efficiency of the fan is improved; k is a power reserve coefficient;
according to the calculation result, the minimum power of the selected fan is obtained, and equipment meeting the requirements can be selected according to the minimum air supply quantity of the fan and the minimum outflow quantity of the tail end of the pipeline;
step three, TRD is in place and transversely cut: the TRD equipment is installed at the preset position in the second step, after connection and debugging are finished, the saw chain type cutting box is driven to be longitudinally implanted to the designed depth, a section of rock and soil body is transversely cut to form a groove, and the transverse cutting speed of the cutting box is controlled to be 3 cm/min-5 cm/min;
step four, TRD transverse withdrawing cutting: performing transverse backward cutting to an initial position after transverse cutting in the third step;
step five, grouting and stirring the cutting box to form a wall: after the TRD is transversely withdrawn and cut, injecting curing liquid from the cutting box, fully stirring the curing liquid and rock-soil mass, and transversely pushing the curing liquid to form the cement stirring wall with the same thickness, and circulating the third step and the fourth step until the preset cement wall size requirement is met;
before the TBM tunnels the surrounding rock sections of V and VI grades, 850mm TRD cement mixing wall waterproof curtains are arranged on the outer sides of the left and right lines of the tunnel between the sections, 4.0m outside the central line is a TRD inner contour line, the TRD waterproof curtains are embedded into a waterproof layer or a reinforced rock stratum which is not less than 1m in depth and can be stopped when the waterproof layer is exposed; wherein the mixing amount of the wall cement is not less than 25 percent, the water cement ratio is 1:1, specific construction parameters are determined by field tests, and the unconfined compressive strength of the reinforced stratum is more than or equal to 1.0 MPa; the permeability coefficient is less than or equal to 1.0 multiplied by 10 cm/s;
placing and splicing the hole protecting pipes: the bit points of the drilling machine are aligned with the centers of the positioning point points, the distance between the bit points is not more than 1.5cm, the diameter of the dug hole is slightly larger than the designed diameter of 1cm, the hole forming depth of the drilling machine is the length of the hole protecting pipe, clay is backfilled in the hole, the hole is compacted by using a rotary drilling rig, and the hole protecting pipe after the splicing of multiple sections of socket joints is placed by a crane;
step seven, drilling a grouting hole: after a drilling machine is in place, placing the side face of the hole protecting pipe at a specified pile position, aligning a drill bit to the central hole position of the hole protecting pipe, drilling a hole according to preset parameters in a pipe following and wall protecting mode, completing lifting the drill bit, and moving the drilling machine to the next hole position for construction;
step eight, coring and detecting the inclination of the formed hole at the pile position: coring the waterproof curtain cement stirring wall to detect the unconfined compressive strength and permeability coefficient; carrying out hole site inclination measurement, and carrying out grouting operation after the hole-forming pile site inclination measurement passes;
step nine, mounting and debugging the guniting equipment: installing and debugging rotary jet stirring equipment and grouting pressure monitoring equipment to ensure the normal work of the equipment and monitoring the grouting pressure in real time;
step ten, preparing slurry: adopting single-liquid portland cement slurry and double-liquid ordinary cement-water glass slurry, wherein the mixing amount of the single-liquid portland cement is not less than 25%, the water-cement ratio ranges from 0.8 to 1.2:0.8 to 1.2, and the proportion of the double-liquid slurry is as follows: s is more than or equal to 1:1, wherein the double grout is used for grouting holes close to the side of the waterproof curtain wall;
step eleven, stirring and lifting to form a pile: adopting backward grouting, starting inward jumping grouting from the side close to the waterproof curtain, observing grouting pressure change in real time, lifting the composite jet stirring drilling tool back and up, pumping cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing slurry to the hole opening when necessary to finish the deep hole grouting pile; further, in the fourth step, the cutting box transversely retreats and cuts the original transverse forward section to ensure the grooving quality, wherein the transverse retreating speed is controlled to be 10-12 cm/min;
further, in the fifth step, the cutting box stirs plain filling soil and cement paste, 3% of water glass with the concentration requirement of 38-40 Baume degrees is added during stirring and grouting to accelerate the solidification of the cement paste and the soil, and the propelling speed is controlled within 8 cm/min;
furthermore, in the sixth step, the hole protecting pipe is spliced in a socket mode by adopting a leased PE pipe with the thickness of 5mm, so that the risks of untight and unsaturated joints, slurry leakage and the like of a joint welding rod piece are avoided, and meanwhile, the material expenditure for manufacturing the welding rod piece is saved; when embedding, the inner diameter of the PE pipe is 200-400 mm larger than the pile diameter; the PE pipe is buried and is higher than the construction ground, the top of the PE pipe is higher than the construction water level or the underground water level by 2.2m and is higher than the construction ground by 0.3 m;
further, in the seventh step, the pile machine is calibrated by using 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 2 cm; the grouting hole drilling machine adopts a medium-length hole drilling machine, the drill rods are hollow drill rods, two drill rods are simultaneously installed and drilled in the drilling process, and when the grouting hole drilling machine is disassembled, the internal power drill rods are firstly disassembled, and then the external retaining wall sleeve is disassembled; calibrating the pile machine by using 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 2 cm;
further, in the eighth step, after the pilot hole drilling machine drills to a designed elevation, all the internal drill rods are taken out, an 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%;
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 eleventh step, when the cement slurry is pumped, the cement slurry is stirred while being sprayed, when the cement slurry is lifted to the orifice, the cement slurry descends and the drilling tool is lifted again and is sprayed and stirred, and the cement slurry pumping and the stirring are stopped.
Compared with the prior art, the invention has the beneficial effects that:
1. the water plugging and reinforcing effect on the water-rich complex stratum is good, the TRD cement mixing wall and the deep hole grouting pile are combined for advanced plugging and reinforcing, the problem that the TRD construction method is easily limited by complex geological conditions (such as a tunnel underpass river, a water-rich broken stratum project, a foundation pit project with an irregular shape and the like) is solved, the difficulty that the water plugging effect of advanced grouting or a pipe shed surface underpass river and water-rich broken stratum reinforcing and water stopping effect is difficult to achieve is also improved, and the water stopping effect is better and has wide geological adaptability compared with the traditional single water stopping curtain measure;
2. the method is green and environment-friendly and sustainable, the noise and vibration of the whole wall forming process including equipment starting, cutting, movable excavation and finishing are greatly reduced, and advanced TRD cement mixing walls and surface deep hole grouting can be circularly and sustainably used for advanced reinforcement construction until the construction passes through the related area; the hole protection pipe is spliced by adopting the PE pipe in a socket way, so that the design requirement and the hole protection effect are met, the hole protection pipe can be recycled and applied to other field requirements, and the sustainable utilization value is remarkable;
3. the method has the advantages that the mechanical automation equipment is adopted to achieve different degrees of highly-mechanized and automated flexible construction, ventilation measurement, TRD cement mixing wall and deep hole grouting construction, real-time construction effect monitoring and the like, so that the labor cost and the error rate are remarkably reduced, the advanced reinforcement construction of the curve shield can be dealt with, and the automation level and the flexibility degree are remarkably improved compared with those of the traditional waterproof curtain construction;
4. the construction period is fast in progress, the circular operation of the advanced tunnel face can be realized, the number of operators is small, the construction is flexible and can be changed according to the situation, the construction period is shortened, the construction progress is ensured, and the application of highly mechanized equipment is shortened by more than 30 days compared with the traditional process; the socket splicing mode of the hole protecting pipe is simple, convenient and easy to disassemble, and a large amount of single grouting construction time is saved;
5. the cost is saved, and the half-section grouting is adopted, so that the water stopping effect is ensured, and the equipment use and the expenditure of materials such as concrete, cement and the like are saved; the use of highly mechanized automation equipment greatly saves labor cost and rework cost.
The technical solution of the present invention will be further described with reference to the following examples.
Example 1, overview of the engineering
1.1 geographic location and geological conditions
The mileage sections of YSK46+ 091.000- +181.000 and ZSK46+ 086.500- +166.000 of a No. 1 line win section of a certain subway are surrounding rocks of V and VI grades, the rock stratum penetrated by the tunnel body is a 16 th upper strongly weathered granite upper sublevel (the rock core is in a shape of a pebble), a 170 th to 3 th middle weathered granite joint development zone, a 180 th to 3 th slightly weathered granite joint development zone and a 181 th slightly weathered porphyry, and the structural joint and weathered fissure water is relatively developed and has poor water-rich property. The thickness of the vault overlying strata is 2.0-4.5 m, the rocks in the overlying strata range are mainly a 16 th upper strongly weathered granite upper sub-zone, a 170 th-3 th moderately weathered granite joint development zone, a 180 th-3 th slightly weathered granite joint development zone, a 181 th layer, a 181 th-3 th slightly weathered granite section and joint development zone thereof, a 173 th-2 th granite section (blocky cracked rock), a 173 th-3 th moderately weathered granite section development zone, a 183 th layer, a 183 th-3 th slightly weathered granite section and joint development zone thereof. The uniaxial compressive strength of the rock is 17.3MPa at the minimum and 89.7MPa at the maximum, structural joints and weathering cracks develop, a coarse sand-gravel layer is arranged above the overlying rock, the thickness is about 10.8-14 m, the water quantity is large, and underground water in the tunnel is replenished. The TBM easily generates the risks of blocking and water burst during the tunneling in the interval. For example, as shown in FIG. 2, a geological longitudinal section map of engineering at a TBM section in a Shengan interval is shown in FIG. 3.
1.2 hydrogeology
The section YK46+650.000(ZK46+624.000) along the subway line is a river erosion accumulation landform from the interval starting point, and underground water is mainly in cracks of a fourth series loose sand soil layer and bedrock. The main types of groundwater in the field are fourth-series pore water and bedrock fracture water.
Fourth pore water: mainly distributed in the fifth layer of medium sand-coarse sand and the ninth layer of coarse sand-gravel sand of the erosion and accumulation landform of the river, has good water-rich property and belongs to a medium-strong permeable layer. The main type is the fourth series of pore diving, which is widely distributed in a sand layer in a layered manner, and is communicated with other water layers to form a runoff drainage relationship, the water quantity is medium, and the local area has weak pressure bearing performance. During exploration, layered water level observation is carried out on the fourth series of pore divers with the river erosion and accumulation landform, and the stable water level buried depth of underground water is observed: 0.2-2.5 m, absolute elevation: 1.29-2.88 m. The bedrock and the upper fourth series aquifer of the landform unit do not have a stable continuous water-resisting layer, so that bedrock fracture water and fourth series pore water have certain hydraulic connection, and the bedrock fracture water and the fourth series pore water are considered according to a uniform water level.
Bed rock fracture water: in the field, the water-rich mineral is mainly layered and banded in strong wind zones and crack dense development zones of bedrocks, and the crack development is uneven, so that the water-rich mineral is uneven. In a strong weathering zone, the water permeability is poor and the water-rich property is poor; joint development zones and joint cracks are relatively developed, but the water quantity is not large, and the water-rich property is poor. In the section with better catchment condition, the underground water is generally abundant, and in the excavation process of the tunnel between sections, punctiform or linear water gushing is formed. During exploration, water level observation is carried out on bedrock fracture water which exists in the denudation slope landform unit, and the stable water level buried depth of underground water is observed: 1.3-8.6 m, absolute elevation: 1.86-6.06 meters.
2. Waterproof curtain construction scheme
2.1 Water stop design
2.2 construction Process
The flow chart of TRD cement mixing wall and ground surface deep hole half-section grouting is shown in figure 1. 2.3 construction equipment
The main construction parameters and slurry ratio of the waterproof curtain are shown in Table 4.
TABLE 4 application Range of Main construction parameters
The TBM tunneling parameter control ranges for this segment are shown in Table 5.
TABLE 5 TBM tunneling parameter settings for this segment
In order to ensure that the TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method can smoothly complete the construction task of the No. 1 line of the subway, finite difference simulation software is adopted for experimental analysis:
applying deep hole grouting pressure to a ring of specific area in front of a tunnel face, and giving mechanical parameters, seepage parameters and a constitutive model of a waterproof curtain to simulate the reinforcement of the waterproof curtain before excavation; removing the pressure of deep hole grouting to simulate the water-stop curtain of the ring; carrying out TBM shield excavation lining 1 ring to realize simulation of the shield 1 ring; and finally, repeating the previous steps until the excavation is finished.
The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method obtained through simulation experiment analysis achieves the effects of restraining seepage influence of pore water, reinforcing the stratum and controlling deformation and settlement of the stratum.
And dynamically monitoring and recording the surface settlement by adopting a Tianbao electronic level DiNi 03.
As can be seen from fig. 7 and 8, when the tunnel construction is performed by using the construction method, the maximum value of ground surface subsidence is small, and no adverse disaster occurs within a subsidence range allowed by the construction standard.
Description of the drawings:
FIG. 1 is a schematic flow chart of the present invention.
FIG. 2 is a schematic diagram of a Shengan interval TBM engineering geological profile in an embodiment of the invention.
FIG. 3 is a schematic illustration of a geological survey of the Shengan interval according to an embodiment of the present invention;
fig. 4 is a schematic plan view of a surface grouting hole design according to an embodiment of the invention.
FIG. 5 is a schematic cross-sectional view of a design of a waterproof curtain combined with a surface grouting hole according to an embodiment of the invention.
FIG. 6 is a schematic cross-sectional view of a waterproof curtain according to an embodiment of the present invention.
Fig. 7 is a schematic diagram of an engineering actual measurement left line earth surface settlement curve according to an embodiment of the invention.
Fig. 8 is a schematic diagram of a right-line ground surface settlement curve actually measured by engineering according to an embodiment of the present invention.
Wherein each figure of fig. 3 schematically includes: engineering name, work site name, drilling number, drilling mileage, design depth, opening date, drilling machine number and geotechnical body condition of geological exploration.
Detailed Description
The technology of the embodiments of the present invention will be described in further detail below with reference to the drawings of the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without any inventive step, are within the scope of the present invention.
Referring to fig. 1-8, a TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method includes the following steps:
step one, stratum exploration: carrying out geological exploration and geological sketch on a construction stratum, carrying out geological prediction and prediction in advance by combining with advanced geological prediction equipment equipped on a TBM (tunnel boring machine), and determining the positions of a water-rich sand layer, a strongly weathered broken rock layer and a moderately weathered broken rock layer;
step two, positioning measurement paying-off: checking and cleaning a to-be-constructed field area, presetting cement wall positions of a good-geology area and grouting hole positions of a poor-geology area by a measurer according to the geological forecast condition of the area in the step one, positioning and marking preset point position measuring lines, and then determining a ventilation standard, wherein a press-in ventilation scheme is adopted in a TBM construction section of the standard section, and a wind wall ventilation scheme is adopted as a large fault substitution scheme; the imported energy-saving axial-flow tunnel fan is selected for ventilation, and the domestic self-developed axial-flow fan can be selected as a substitute fan;
before construction, an excavator and labor workers are adopted to assist in cleaning a field area and excavating the upper miscellaneous soil; after the cleaning and the inspection are finished, a surveyor checks the preset point position pile position, and the next procedure construction can be carried out after the acceptance check is qualified.
The grouting holes are arranged as follows: the left and right tunnels in the waterproof curtain are reinforced by surface deep hole half-section grouting, the distance between the grouting holes and the surface of the tunnel is 1.5mx1.5m, the grouting range is from 4m of the tunnel vault to the arch waist, the side close to the TRD retaining wall is grouted to the retaining wall, and the side far away from the TRD is grouted by 3 m;
wherein, theThe ventilation standard parameters specifically include: in the construction process, the volume of oxygen in the hole is not less than 20 percent; allowable dust concentration: more than 10 percent of free SiO is contained in per cubic meter of air2Does not exceed 2 mg; the maximum allowable concentration of CO is 30mg/m3；CO2By volume no greater than 0.5%; conversion of nitrogen oxides to NO2Is 5mg/m3The following; the air temperature in the tunnel is not higher than 28 ℃; fresh air should be supplied for 3m per person3Min; the minimum wind speed in the tunnel is regulated to be 0.15m/s by the construction of the development machine;
the ventilation calculation specifically comprises:
according to the standard requirement of tunnel construction, the fan power and the air pipe diameter are determined according to the required air volume, air pressure and air pipe loss in ventilation calculation:
(1) calculation of air volume required in tunnel
Firstly, according to the fresh air required by the maximum number of people working in the hole at the same time, the required air quantity Q is calculated1；
Q1＝K×q×n
Wherein K is the spare air volume coefficient of 1.2; q is the human average fresh air amount of 0.05m3S; n is the number of tunnel operation people, and n is 40;
Q1＝40×0.05×1.2＝2.4m3/s
② calculating required air quantity Q according to specified minimum wind speed in the tunnel2；
Q2＝s×v
Wherein s is the area of the excavation surface; v is the minimum wind speed value in the tunnel of 0.4 m/s;
Q2＝s×v＝πR2v＝12.46m3/s
therefore, the wind quantity required by the tunnel is taken as a large value Q2＝12.46m3/s；
(2) Air supply quantity calculation
The air supply quantity of the fan meets the normal air quantity of the tunnel, and the air leakage quantity and the loss quantity also need to be considered;
Qfor supplying to＝P×Q2
Wherein P is an air leakage coefficient, the known total length L of the designed line is 1835.5m, and the air leakage rate per 100m is calculated by 1%, so that the air leakage rate of 1835.5m of air supply is 1835.5 × 0.01/100 is 0.18;
Qfor supplying to＝P×Q2＝(1+0.18)×12.46＝14.70m3/s
(3) Calculating wind pressure and calculating total wind pressure P of fan in ventilation processGeneral assemblyTo guarantee the demand that the air outlet reaches the amount of wind, need consider along the way tuber pipe friction loss, so:
Pgeneral assembly＝RfQFor supplying toQGo out+HD+H
Wherein QFor supplying toThe designed air quantity is 14.7m for supplying air to the ventilator3/s；HDTaking 50 for the resistance loss in the tunnel; h is 60 of other resistance losses; rfAs coefficient of ventilation resistance, Rf＝(6.5aL)/d5And a is that the friction resistance coefficient of the pipeline is 0.00225; l is the length of the air pipe of 1835.5 m; d is the diameter of the air pipe of 1.5 m;
the total pressure of the tunnel fan is as follows:
Pgeneral assembly＝3.53×12.46×14.7+50+60＝756.56Pa
(4) Fan power calculation
W＝QFor supplying toPGeneral assemblyK/1000η
Wherein QFor supplying toSupplying air quantity to the fan; pGeneral assemblyThe working air pressure of the fan is achieved; 80% of the fan working efficiency is obtained; k is the power reserve coefficient and takes 1.26; obtaining W which is 35.04 KW;
according to the calculation result, the power of the selected fan is more than 35.04KW, and the air supply quantity of the ventilator is more than 14.7m3The outflow quantity of the tail end of the pipeline is more than 12.46m3The use requirement can be met;
step three, TRD is in place and transversely cut: the TRD equipment is installed at the preset position in the second step, and after connection and debugging are finished, the saw chain type cutting box is driven to be longitudinally implanted to the designed depth, and then a section of rock and soil mass is transversely cut to form a groove;
wherein the transverse cutting speed of the cutting box is controlled to be 3 cm/min-5 cm/min;
step four, TRD transverse withdrawing cutting: performing transverse backward cutting to an initial position after transverse cutting in the third step;
wherein, the cutting box transversely retreats and cuts the original transverse forward section to ensure the grooving quality, wherein the transverse retreating speed is controlled to be between 10 and 12 cm/min;
step five, grouting and stirring the cutting box to form a wall: after the TRD is transversely withdrawn and cut, injecting curing liquid from the cutting box, fully stirring the curing liquid and rock-soil mass, and transversely pushing the curing liquid to form the cement stirring wall with the same thickness, and circulating the third step and the fourth step until the preset cement wall size requirement is met;
the cutting box is used for stirring plain filling soil and cement paste, 3% of water glass with the concentration requirement of 38-40 Baume degrees is added during stirring and grouting to accelerate the solidification of the cement paste and the soil, and the propelling speed is controlled within 8 cm/min;
before the TBM tunnels the surrounding rock sections of V and VI grades, 850mm TRD cement mixing wall waterproof curtains are arranged on the outer sides of the left and right lines of the tunnel between the sections, 4.0m outside the central line is a TRD inner contour line, the TRD waterproof curtains are embedded into a waterproof layer or a reinforced rock stratum which is not less than 1m in depth and can be stopped when the waterproof layer is exposed; wherein the mixing amount of the wall cement is not less than 25 percent, the water cement ratio is 1:1, specific construction parameters are determined by field tests, and the unconfined compressive strength of the reinforced stratum is more than or equal to 1.0 MPa; the permeability coefficient is less than or equal to 1.0 multiplied by 10 cm/s;
placing and splicing the hole protecting pipes: the bit points of the drilling machine are aligned with the centers of the positioning point points, the distance between the bit points is not more than 1.5cm, the diameter of the dug hole is slightly larger than the designed diameter of 1cm, the hole forming depth of the drilling machine is the length of the hole protecting pipe, clay is backfilled in the hole, the hole is compacted by using a rotary drilling rig, and the hole protecting pipe after the splicing of multiple sections of socket joints is placed by a crane;
the hole protecting pipe is spliced by adopting a leased PE pipe with the thickness of 5mm in a socket joint mode, so that the risks of untight and unsaturated joints, slurry leakage and the like of a joint welding rod piece are avoided, and meanwhile, the material expenditure for manufacturing the welding rod piece is saved; when embedding, the inner diameter of the PE pipe is 200-400 mm larger than the pile diameter; the PE pipe is buried and is higher than the construction ground, the top of the PE pipe is higher than the construction water level or the underground water level by 2.2m and is higher than the construction ground by 0.3 m;
step seven, drilling a grouting hole: after a drilling machine is in place, placing the side face of the hole protecting pipe at a specified pile position, aligning a drill bit to the central hole position of the hole protecting pipe, drilling a hole according to preset parameters in a pipe following and wall protecting mode, completing lifting the drill bit, and moving the drilling machine to the next hole position for construction;
the grouting hole drilling machine adopts a medium-length hole YGZ90 type drilling machine, the drill rods are hollow drill rods, two drill rods are simultaneously installed and drilled in the drilling process, and when the grouting hole drilling machine is disassembled, the internal power drill rods are firstly disassembled, and then the external retaining wall casing is disassembled; calibrating the pile machine by using 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 2 cm;
step eight, coring and detecting the inclination of the formed hole at the pile position: coring the waterproof curtain cement stirring wall to detect the unconfined compressive strength and permeability coefficient; carrying out hole site inclination measurement, and carrying out grouting operation after the hole-forming pile site inclination measurement passes;
step nine, mounting and debugging the guniting equipment: installing and debugging rotary jet stirring equipment and grouting pressure monitoring equipment to ensure the normal work of the equipment and monitoring the grouting pressure in real time;
step ten, preparing slurry: adopting single-liquid portland cement slurry and double-liquid ordinary cement-water glass slurry, wherein the mixing amount of the single-liquid portland cement is not less than 25%, the water-cement ratio ranges from 0.8 to 1.2:0.8 to 1.2, and the proportion of the double-liquid slurry is as follows: s is more than or equal to 1:1, wherein the double grout is used for grouting holes close to the side of the waterproof curtain wall;
step eleven, stirring and lifting to form a pile: and (3) adopting backward grouting, starting inward jumping grouting from the side close to the waterproof curtain, observing grouting pressure change in real time, lifting the composite jet-stirring drilling tool back and up, pumping the cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing slurry to the hole opening when necessary to finish the deep-hole grouting pile.
Claims (9)
1. A TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method is characterized by comprising the following steps:
step one, stratum exploration: carrying out geological exploration and geological sketch on a construction stratum, carrying out geological prediction and prediction in advance by combining with advanced geological prediction equipment equipped on a TBM (tunnel boring machine), and determining the positions of a water-rich sand layer, a strongly weathered broken rock layer and a moderately weathered broken rock layer;
step two, positioning measurement paying-off: checking and cleaning a to-be-constructed field area, presetting cement wall positions in a good geological region and grouting hole positions in a poor geological region by a measurer according to the geological forecast condition of the section in the step one, and determining the ventilation standard after positioning and marking a preset point position measuring line;
the ventilation standard parameters specifically include:
in the construction process, the volume of oxygen in the hole is not less than 20 percent; allowable dust concentration: more than 10 percent of free SiO is contained in per cubic meter of air2Does not exceed 2 mg; the maximum allowable concentration of CO is 30mg/m3；CO2By volume no greater than 0.5%; the nitrogen oxide is 5mg/m3The following; the air temperature in the tunnel is not higher than 28 ℃; fresh air should be supplied for 3m per person3The construction of the heading machine stipulates that the minimum wind speed in the tunnel is 0.15 m/s;
the ventilation calculation specifically comprises:
according to the standard requirements of tunnel construction, determining the fan power and the air pipe diameter according to the required air volume, air pressure and air pipe loss in ventilation calculation;
(1) calculation of air volume required in tunnel
Firstly, according to the fresh air required by the maximum number of people working in the hole at the same time, the required air quantity Q is calculated1；
Q1＝K×q×n
Wherein K is the spare air volume coefficient of 1.2; q is the human average fresh air amount of 0.05m3S; n is the number of tunnel operation people;
② calculating required air quantity Q according to specified minimum wind speed in the tunnel2；
Q2＝s×v
Wherein s is the area of the excavation surface; v is the minimum wind speed value in the tunnel of 0.4 m/s;
therefore, the air quantity required by the tunnel can be obtained;
(2) air supply quantity calculation
The air supply quantity of the fan meets the normal air quantity of the tunnel, and the air leakage quantity and the loss quantity also need to be considered;
Qfor supplying to＝P×Q2
Wherein P is an air leakage coefficient, the total length L of the known design line is calculated by adopting 1% per 100m of air leakage rate, the total length air leakage of the supplied air can be obtained, and the supplied air can be further calculated;
(3) calculation of wind pressure
Calculating the total wind pressure P of the fan in the ventilation processGeneral assemblyTo guarantee the demand that the air outlet reaches the amount of wind, need consider along the way tuber pipe friction loss, so:
Pgeneral assembly＝RfQFor supplying toQGo out+HD+H
Wherein QFor supplying toSupplying air quantity to the ventilator; hDTaking 50 for the resistance loss in the tunnel; h is 60 of other resistance losses; rfAs coefficient of ventilation resistance, Rf＝(6.5aL)/d5And a is that the friction resistance coefficient of the pipeline is 0.00225; l is the length of the air pipe; d is the diameter of the air pipe;
the full pressure of the tunnel fan can be obtained;
(4) fan power calculation
W＝QFor supplying toPGeneral assemblyK/1000η
Wherein QFor supplying toSupplying air quantity to the fan; pGeneral assemblyThe working air pressure of the fan is achieved; 80% of the fan working efficiency is obtained; k is the power reserve coefficient and takes 1.26;
according to the calculation result, the minimum value of the power of the selected fan, the minimum value of the air supply quantity of the fan and the minimum value of the outflow quantity of the tail end of the pipeline can be obtained, namely the minimum value meeting the use requirement;
step three, TRD is in place and transversely cut: the TRD equipment is installed at the preset position in the second step, after connection and debugging are finished, the saw chain type cutting box is driven to be longitudinally implanted to the designed depth, a section of rock and soil body is transversely cut to form a groove, and the transverse cutting speed of the cutting box is controlled to be 3 cm/min-5 cm/min; step four, TRD transverse withdrawing cutting: performing transverse backward cutting to an initial position after transverse cutting in the third step;
step five, grouting and stirring the cutting box to form a wall: after the TRD is transversely withdrawn and cut, injecting curing liquid from the cutting box, fully stirring the curing liquid and rock-soil mass, and transversely pushing the curing liquid to form the cement stirring wall with the same thickness, and circulating the third step and the fourth step until the preset cement wall size requirement is met;
before the TBM tunnels the surrounding rock sections of V and VI grades, 850mm TRD cement mixing wall waterproof curtains are arranged on the outer sides of the left and right lines of the tunnel between the sections, 4.0m outside the central line is a TRD inner contour line, the TRD waterproof curtains are embedded into a waterproof layer or a reinforced rock stratum which is not less than 1m in depth and can be stopped when the waterproof layer is exposed; wherein the mixing amount of the wall cement is not less than 25 percent, the water cement ratio is 1:1, specific construction parameters are determined by field tests, and the unconfined compressive strength of the reinforced stratum is more than or equal to 1.0 MPa; the permeability coefficient is less than or equal to 1.0 multiplied by 10 cm/s;
placing and splicing the hole protecting pipes: the bit points of the drilling machine are aligned with the centers of the positioning point points, the distance between the bit points is not more than 1.5cm, the diameter of the dug hole is slightly larger than the designed diameter of 1cm, the hole forming depth of the drilling machine is the length of the hole protecting pipe, clay is backfilled in the hole, the hole is compacted by using a rotary drilling rig, and the hole protecting pipe after the splicing of multiple sections of socket joints is placed by a crane;
step seven, drilling a grouting hole: after a drilling machine is in place, placing the side face of the hole protecting pipe at a specified pile position, aligning a drill bit to the central hole position of the hole protecting pipe, drilling a hole according to preset parameters in a pipe following and wall protecting mode, completing lifting the drill bit, and moving the drilling machine to the next hole position for construction;
step eight, coring and detecting the inclination of the formed hole at the pile position: coring the waterproof curtain cement stirring wall to detect the unconfined compressive strength and permeability coefficient; carrying out hole site inclination measurement, and carrying out grouting operation after the hole-forming pile site inclination measurement passes;
step nine, mounting and debugging the guniting equipment: installing and debugging rotary jet stirring equipment and grouting pressure monitoring equipment to ensure the normal work of the equipment and monitoring the grouting pressure in real time;
step ten, preparing slurry: adopting single-liquid portland cement slurry and double-liquid ordinary cement-water glass slurry, wherein the mixing amount of the single-liquid portland cement is not less than 25%, the water-cement ratio ranges from 0.8 to 1.2:0.8 to 1.2, and the proportion of the double-liquid slurry is as follows: s is more than or equal to 1:1, wherein the double grout is used for grouting holes close to the side of the waterproof curtain wall;
step eleven, stirring and lifting to form a pile: and (3) adopting backward grouting, starting inward jumping grouting from the side close to the waterproof curtain, observing grouting pressure change in real time, lifting the composite jet-stirring drilling tool back and up, pumping the cement slurry in the slurry storage pool into the hole through a grouting pump at high pressure, and supplementing slurry to the hole opening when necessary to finish the deep-hole grouting pile.
2. The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the first step, geological exploration, geological sketch and advanced geological prediction equipment equipped on a TBM are adopted to carry out geological prediction in advance, and the positions of a water-rich sand layer, strongly weathered granite, moderately weathered granite and slightly weathered granite are determined.
3. The TRD and ground surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the second step, before construction, an excavator and a labor worker are adopted to assist in cleaning a field area and excavating upper miscellaneous soil; after cleaning and checking are finished, a measurer checks a preset point position pile position, and the next procedure construction can be carried out after acceptance check is passed;
the grouting holes are arranged as follows: and (3) reinforcing the left and right tunnels in the waterproof curtain by adopting surface deep hole half-section grouting, arranging grouting holes with the surface of the ground at an interval of 1.5mx1.5m in a quincunx arrangement, wherein the grouting range is from 4m to the arch waist of the tunnel vault, grouting is carried out on one side close to the TRD retaining wall to the retaining wall, and grouting is carried out on one side far away from the TRD by 3 m.
4. The TRD-based construction method for the front waterproof curtain of the semi-section grouting of the deep hole in the ground surface based on the TRD, which is characterized in that in the fourth step, the cutting box is transversely retracted to cut the original transversely-moved section so as to ensure the grooving quality, wherein the transverse retraction speed is controlled to be 10 cm/min-12 cm/min.
5. The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the fifth step, a cutting box stirs plain filled soil and cement paste, water glass with the concentration of 3% and the requirement of 38-40 baume degrees is added during stirring grouting to accelerate the solidification of the cement paste and the soil, and the propelling speed is controlled within 8 cm/min.
6. The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the sixth step, the hole protecting pipe is spliced by adopting a leased PE pipe socket with the thickness of 5 mm; when embedding, the inner diameter of the PE pipe is 200-400 mm larger than the pile diameter; the PE pipe is buried and is higher than the construction ground, and the top of the PE pipe is higher than the construction water level or the underground water level by 2.2m and is higher than the construction ground by 0.3 m.
7. The TRD and surface deep hole half-section grouting combined advanced water-stop curtain construction method according to claim 1, wherein in the seventh step, a medium-length hole drilling machine is adopted as a grouting hole drilling machine, the drill rods are hollow drill rods, two drill rods are simultaneously installed and drilled in the drilling process, and when the drill rods are disassembled, the internal power drill rods are firstly disassembled, and then the external wall protection sleeve is disassembled; calibrating the pile machine by using a horizontal ruler and a positioning measuring hammer to enable the pile machine to be horizontal; the guide frame and the drill rod are perpendicular to the ground, the verticality deviation is not more than 1%, and the pile position centering error is not more than 2 cm.
8. The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the eighth step, after a pilot drill drills to a designed elevation, all internal drill rods are taken 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%.
9. The TRD and surface deep hole half-section grouting combined advanced waterproof curtain construction method according to claim 1, wherein in the eleventh step, when cement slurry is pumped, stirring is carried out while rotary jetting, when the cement slurry is lifted to an orifice, the drilling tool is descended and lifted again, rotary jetting stirring is carried out, and cement slurry pumping and stirring are stopped.
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| CN115354649A (en) * | 2022-08-26 | 2022-11-18 | 中建五局华东建设有限公司 | TRD construction method for pebble bed ultra-deep falling-bottom rock |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115354649A (en) * | 2022-08-26 | 2022-11-18 | 中建五局华东建设有限公司 | TRD construction method for pebble bed ultra-deep falling-bottom rock |
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