CN109000525B - Pre-splitting blasting construction method for shield tunneling of upper soft and lower hard strata - Google Patents
Pre-splitting blasting construction method for shield tunneling of upper soft and lower hard strata Download PDFInfo
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- 238000005422 blasting Methods 0.000 title claims abstract description 199
- 238000010276 construction Methods 0.000 title claims abstract description 64
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
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Abstract
The invention discloses a presplitting blasting construction method for shield tunneling of an upper soft and lower hard stratum, which comprises the following steps; performing presplitting blasting hole distribution according to the determined blasting area, wherein the hole distribution mode setting specifically comprises a blasting hole, an auxiliary hole and a damping hole, and performing drilling construction after the hole distribution setting is qualified; after drilling is finished, calculating the dosage and processing the explosive package, and then determining the explosive loading structure and designing an initiation network; carrying out explosive anti-floating counterweight, positioning and protecting a cartridge bag, then carrying out detonation, and detecting the blasting effect after blasting is finished; and after the blasting construction is finished, sealing and blocking the residual holes to avoid slurry leakage accidents when the shield passes through the blasting area, and waiting for the shield to tunnel through after hole sealing is finished. The method greatly saves the shield construction cost by adopting the presplitting blasting technology for the section, and can effectively solve the technical problem of treatment of the boulder and the hard rock section encountered in shield tunneling.
Description
Technical Field
The invention relates to the technical field of shield method tunnel engineering blasting, in particular to a presplitting blasting construction method for shield tunneling of upper soft and lower hard strata.
Background
With the rapid development of urban rail transit construction in recent years, more and more cities start to construct urban rail transit such as intercity railways and the like in a large scale, the construction of track sections in most cities adopts shield construction, in the shield tunnel construction process, boulders which are randomly distributed and upper-soft lower-hard section strata with protruding bedrocks are frequently encountered, and the boulders are different in shape and size, different in strength and extremely high in hard rock strength.
The shield construction of the geological strata which is soft at the top and hard at the bottom is easy to cause some problems: for example: 1. in such stratum, the tunneling efficiency is low, cutter heads and cutters are seriously abraded, cutter clamping, inclined cutters, cutter falling, cutter eccentric wear and the like are easily generated, the processing speed is slow, the construction progress is seriously influenced, some constructions even cannot progress, the design has to be changed, the cost is high, and the economic benefit is poor; 2. in the process of tunneling, geological layers with uneven hardness may cause surface subsidence, which has great influence on the surrounding environment and can cause serious abrasion of tunneling cutters. 3. In a hard rock section, the abrasion of the tunneling side hob is fast, and the shield is easy to block the shell, so that frequent warehouse opening detection needs to be carried out on the hob, and the construction risk is increased; 4. the geological layer with uneven hardness is positioned at a downhill section, and has certain negative influence on tunneling construction. Obviously, how to treat the boulder and hard rock sections encountered in the shield tunneling process is a great technical problem in the current shield construction.
Disclosure of Invention
Supplementary explanation: the shield method is a fully mechanical construction method in the construction of the subsurface excavation method, which is a mechanical construction method for pushing a shield machine in the ground, preventing collapse into a tunnel by using a shield shell and duct pieces to support surrounding rocks around, excavating a soil body in front of an excavation surface by using a cutting device, transporting out of the tunnel by using an unearthing machine, pressing and jacking at the rear part by using a jack, and assembling precast concrete duct pieces to form a tunnel structure. However, it is obvious how to achieve the above technical effects, and the completion of the strict blasting task of the shield tunnel is still a problem to be solved by those skilled in the art.
Therefore, in the technical scheme provided by the invention, the arc stone and the hard rock are pretreated by adopting a presplitting blasting technology before the shield passes through the bad geological section; the shield is then tunneled through the segment. Meanwhile, the shield tunnel is different from a common underground tunnel, the shield tunnel has higher requirements on blasting technology (because the shield machine is required to pass after blasting and the safe operation is not influenced), the blasting must be finished while the shield is prevented from sending out slurry, and blasting integrity and accuracy of a blasting point are also ensured.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
the invention provides a presplitting blasting construction method for shield tunneling of upper soft and lower hard strata, which comprises the following steps:
step S1: firstly surveying a bad geological section in a tunneling range before shield excavation, determining a specific area of a hard stratum under a soft upper part, and then determining a pre-splitting blasting area according to the specific area and distribution form of the bad geological section under the soft upper part and the hard lower part obtained by surveying;
step S2: performing presplitting blasting hole distribution according to the determined blasting area, wherein the hole distribution mode setting specifically comprises a blasting hole, an auxiliary hole and a damping hole, and performing drilling construction after the hole distribution setting is qualified;
step S3: after drilling is finished, calculating the dosage and processing the explosive package, and then determining the explosive loading structure and designing an initiation network;
step S4: after all the preparation work is finished, carrying out explosive anti-floating counterweight, explosive bag positioning and protection, then carrying out detonation, and detecting the blasting effect after blasting is finished;
step S5: after blasting construction is finished, all holes left after blasting of the blasting holes, the auxiliary holes and the damping holes are sealed and blocked, so that accidents such as slurry leakage and the like are avoided when the shield passes through a blasting area, and the shield is waited to be tunneled after hole sealing is finished.
Further, in the step S2; determining a cloth range according to the determined blasting area, wherein the cloth range comprises the following operation steps;
the transverse range of the hole distribution range is the range covered by the transverse direction of the blasting area after respectively exceeding the left side and the right side of the tunnel diameter and respectively extending for 0.2 m;
the longitudinal range of the hole distribution range is the range covered by the blasting area after the blasting area longitudinally extends by 2m beyond the diameter of the tunnel up and down respectively;
the blasting holes are arranged in a rectangular array mode, the distance between every two adjacent blasting holes in the transverse arrangement of the blasting holes is 0.6m, and the distance between every two adjacent blasting holes in the longitudinal arrangement of the blasting holes is 0.6 m;
the auxiliary holes (namely the empty holes) are arranged in a manner that one auxiliary hole is correspondingly arranged at the center of every four adjacent blast holes, and only one auxiliary hole corresponds to any one blast hole;
the shock absorption holes are respectively arranged in two rows according to the left side and the right side of the blasting area, the distance between every two adjacent shock absorption holes which are transversely arranged is 0.3m, the longitudinal distance between every two adjacent shock absorption holes is 0.15m, the diameter of each shock absorption hole is 90mm, and the distance between each shock absorption hole and the side line of the blasting area is 0.3 m; the damping hole is drilled to form a PVC sleeve hole with the lower diameter of 75mm, a plug is required to be arranged at the bottom of the PVC sleeve (explained in the specification, namely before blasting, the orifice of the damping hole needs to be covered to prevent foreign matters from falling into the damping hole to block a blast hole, namely a blast hole.)
It should be noted that: in the specific technical scheme of the embodiment of the invention, the total length of the left line is 1237.274m, and the total length of the right tunnel is 1230.309 m; generally, the left-right line spacing is 10-15 m.
Further, in the step S3:
performing a medicine quantity calculation operation, wherein the medicine quantity calculation is calculated according to a formula q-q 1+ q2+ q3+ q 4;
in the formula: q1 is the basic charge; q1 ═1.1kg/m3；
q2 is the water pressure increment above the explosion area, q2 is 0.01h 2; h2 is the depth of water depth;
q3 is the cover layer increment above the burst area, q3 is 0.02h 3; h3 is the cover layer thickness;
q4 is the expansion increment of the rock, q4 is 0.03 h; h is the height of the bench;
and (3) carrying out the processing operation of the medicine package: after the blast hole is qualified, warning is set in the explosive charging area range, and the explosive package is processed; firstly, preparing a PVC sleeve with the diameter of 75 mm; calculating the length of the explosive package in advance according to the provided drilling parameters, and filling the explosive and the detonator into the specified position in the PVC sleeve; in the process of charging, the medicine package needs to be subjected to weight balancing operation; the length of the PVC sleeve needs to be cut according to the length of the medicine bag and the length of the counterweight, and the calculation is carried out by adopting the following formula, wherein L is L13+ L14;
in the formula: l is the length of the taken PVC sleeve; l13 is the length of the pack; l14 is the counterweight length;
and (3) executing the operations of designing the charging structure and the detonation network: the explosive bag is fixed in a self-made PVC sleeve to form an initiating body, and the initiating body is a waterproof initiating body; water pressure is arranged in the PVC sleeve, and the counter weight of the detonating body realizes anti-floating operation; the blasting holes are filled with an initiation body formed by a PVC sleeve containing a cartridge, a non-electric blasting network is selected for initiation, an excitation needle is adopted for initiation, each blasting hole is filled with two detonators which respectively belong to two blasting networks, and the two blasting networks are connected in parallel and then initiated.
Further, in the step S4:
and (3) executing anti-floating counterweight operation: the medicine bag is weighted to resist floating; the balance weight is made of crushed stone with the particle size of 0.5cm and the density of 1.50g/cm3(ii) a The density of the explosive is 0.95-1.25 g/cm3Here, take 1.00g/cm3(ii) a The density of mud water in the hole is 1.15g/cm3；
Carrying out the positioning and protection operations of the cartridge: after the medicine bag is processed, drilling two holes at the upper end of the PVC casing pipe wall, binding the holes by using iron wires, tying a rope on the holes, and then starting to discharge the medicine bag; determining the bottom depth position N1 of the target blast hole according to the provided drilling parameters, then accurately measuring the sum N2 of the lengths of the PVC sleeve and the rope, enabling N1 to be N2, suspending the whole cartridge to the accurate position, and controlling the error within 10 cm; after the medicine bag is in place, fixing the rope on the wall of the PVC sleeve by using an iron wire so that the rope does not move any more;
after the medicine bag is in place and fixed, the blockage is started; it is forbidden to use ironware to impact explosive charges and detonators in the blasting hole. The inside and the outside of the PVC casing pipe are tightly blocked by gravels, so that the slurry is prevented from being sprayed out and the PVC casing pipe is prevented from protruding. No flying stones are generated in underground blasting, and only high-pressure gas generated after blasting can press slurry in a blasting hole out of the hole; in order to prevent the splashing of the gushed mud, a combined protection system is adopted on the land side. If the blasting operation is carried out around the blasting area, blasting residual holes around the blasting area need to be covered by sand bags to prevent slurry from being sprayed;
and (3) blasting effect detection: according to the requirements, the blasting effect needs to reach the condition that the crushed particle size of rock mass is less than 30 cm.
Further, after the blasting construction in step S5 is completed, a residual hole and a fragment residue may be left on the construction site, and the construction site fragment residue is cleaned.
Further, in the step S5; and (3) executing the action of sealing and blocking all holes left after the blasting of the blasting hole, the auxiliary hole and the damping hole, wherein the action comprises the following operation steps:
step S51; cleaning the exploded hole by using a geological drilling machine for drilling holes, and ensuring that no PVC casing pipe fragments remain in the hole;
step S52; uniformly mixing the stones and the cement for plugging on the ground;
step S53; the mixed cement stones are manually filled into the cleaned holes, the filling length is ensured to be not less than 2/3 of the hole depth, and the filled cement stones can be solidified by meeting water due to the water in the holes, so that the effect of sealing the holes is achieved.
Compared with the prior art, the embodiment of the invention has the advantages that:
the invention provides a construction method for presplitting blasting of a shield tunneling upper soft and lower hard stratum, which comprises the following main steps of analyzing the construction method for presplitting blasting of the shield tunneling upper soft and lower hard stratum:
the presplitting blasting construction method for shield tunneling of the upper soft and lower hard strata mainly comprises the following operation steps:
step S1: firstly surveying a bad geological section in a tunneling range before shield excavation, determining a specific area of a hard stratum under a soft upper part, and then determining a pre-splitting blasting area according to the specific area and distribution form of the bad geological section under the soft upper part and the hard lower part obtained by surveying;
step S2: performing presplitting blasting hole distribution according to the determined blasting area, wherein the hole distribution mode setting specifically comprises a blasting hole, an auxiliary hole and a damping hole, and performing drilling construction after the hole distribution setting is qualified;
step S3: after drilling is finished, calculating the dosage and processing the explosive package, and then determining the explosive loading structure and designing an initiation network;
step S4: after all the preparation work is finished, carrying out explosive anti-floating counterweight, explosive bag positioning and protection, then carrying out detonation, and detecting the blasting effect after blasting is finished;
step S5: after blasting construction is finished, all holes left after blasting of the blasting holes, the auxiliary holes and the damping holes are sealed and blocked, so that accidents such as slurry leakage and the like are avoided when the shield passes through a blasting area, and the shield is waited to be tunneled after hole sealing is finished.
Obviously, the method adopts the presplitting blasting technology to treat the poor sections with soft upper parts and hard lower parts in the shield tunneling in advance, greatly shortens the construction period, and solves the problems of low shield tunneling efficiency, serious cutter abrasion, difficult cutter changing and the like in the stratum. Meanwhile, by adopting the presplitting blasting technology for the section, the shield construction cost is greatly saved, and the problem that design change is forced to be increased is solved. Meanwhile, the tunneling efficiency is greatly improved, so that the production value in unit time is improved, and the economic benefit is good.
In conclusion, the method has the advantages of simple steps, reasonable design and good use effect, and can effectively solve the technical problem of treatment of boulders and hard rock sections encountered in shield tunneling.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a layout diagram of blast holes and auxiliary holes in a shield tunneling pre-splitting blasting construction method for an upper soft and a lower hard formation;
FIG. 2 is a diagram of the arrangement of shock absorbing holes in the construction method of presplitting blasting of the shield tunneling upper soft and lower hard strata provided by the invention;
FIG. 3 is a layout diagram of grouting holes filled in the construction method of presplitting blasting of the shield tunneling upper soft lower hard stratum provided by the invention;
FIG. 4 is a pre-splitting blasting cross-sectional view in the construction method of pre-splitting blasting of the upper soft and lower hard strata in shield tunneling provided by the invention;
FIG. 5 is a schematic diagram of a blasting network in the construction method of presplitting blasting of the shield tunneling upper soft and lower hard strata provided by the invention;
FIG. 6 is a schematic diagram of processing a single cartridge in the shield tunneling pre-splitting blasting construction method for the upper soft and lower hard strata provided by the invention;
fig. 7 is a schematic diagram of a bed rock blasting charge structure in the shield tunneling upper soft lower hard formation pre-splitting blasting construction method provided by the invention;
fig. 8 is a schematic diagram of blasting protection in the shield tunneling construction method for presplitting blasting of the upper soft and lower hard strata provided by the invention;
fig. 9 is a schematic flow diagram of a construction method of presplitting blasting of a shield tunneling upper soft and lower hard formation provided by the invention.
Reference numbers: 1-auxiliary wells; 2-blasting holes; 3-a damping hole; 4-filling grouting holes; 5-presplitting blasting and grouting reinforcement range; 6-detonator; 7-an initiator; 8-explosives; 9-counterweight; 10-rock to be blasted; 11-blocking; 12-sandbag; 13-wood board; 14-wood purlin; a-left side line/right side line of the left line blasting area; b-rock top face; c-excavating contour lines by a cutter head; d-ground; e-tunnel floor.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The present invention will be described in further detail below with reference to specific embodiments and with reference to the attached drawings.
TABLE 11 investigation results of unfavorable geological section between well and Bay Hai Zi Bei station
Example one
By taking a newly-built 1-stage 1# well bay sub north station section from the zhai urban area to the zhai airport intercity rail traffic engineering as an example, a shield tunneling upper soft lower hard stratum pre-splitting blasting construction method is introduced, and the method comprises the following sequential steps (see fig. 9 as a flow schematic diagram of the shield tunneling upper soft lower hard stratum pre-splitting blasting construction method):
step S1: firstly, surveying bad geological sections (namely sections with softer upper soil and harder lower soil) in a tunneling range before shield excavation, determining specific areas of upper-soft lower-hard stratums, and then determining a presplitting blasting area according to the specific areas and distribution forms of the upper-soft lower-hard bad geological sections obtained by surveying;
step S2: performing presplitting blasting hole distribution according to the determined blasting area, wherein the presplitting blasting hole distribution specifically comprises the hole distribution mode setting of an auxiliary hole 1, a blasting hole 2 (shown in figure 1) and a damping hole 3 (shown in figure 2), and drilling construction is performed after the hole distribution setting is qualified; the blast holes are holes filled with explosives; the auxiliary hole (cavity) mainly serves to create a face surface, the purpose of the auxiliary hole (cavity) is to provide a free surface for extrusion blasting of subsequent delay detonation, and the existence of the cavity provides a free surface for a blasting hole. Meanwhile, when the shock absorption holes (empty holes) are objects needing protection, such as buildings, and the like, near the blasting area, the shock absorption holes are arranged between the protected objects and the blasting source to achieve the shock absorption effect, and damage and destruction of the blasting process to the protected objects are reduced.
Step S3: after drilling is finished, calculating the dosage and processing the explosive package, and then determining the explosive loading structure and designing an initiation network;
step S4: after all the preparation work is finished, carrying out explosive anti-floating counterweight, explosive bag positioning and protection, then carrying out detonation, and detecting the blasting effect after blasting is finished;
step S5: after blasting construction is finished, sealing and blocking the rest holes (namely the blast holes, the auxiliary holes and all holes left after the shock absorption holes are blasted) so as to avoid accidents such as slurry leakage and the like when the shield passes through the blasting area, and waiting for the shield to be tunneled after hole sealing is finished. The operation of the above steps can be seen in fig. 9.
As shown in fig. 1, the distance between adjacent blast holes 2 in the same row is L2, and L2 is 600; meanwhile, the distance between the adjacent blast holes 2 in the same vertical column is L4, and L4 is 600; meanwhile, the transverse distance between two adjacent blast holes 2 which are arranged in two adjacent rows in a crossed manner is L1, and L1 is 300; meanwhile, the vertical spacing between two adjacent blast holes 2 arranged crosswise on two adjacent rows is L3, and L3 is 300.
Referring to fig. 2, the distance between adjacent shock absorbing holes 3 in the same row is L6, and L6 is 300; meanwhile, the distance between the adjacent shock absorption holes 3 in the same vertical column is L7, and L7 is 150; and the shock absorption hole 3 which is closest to the left side line/right side line A of the left line blasting area is separated from the left side line/right side line A of the left line blasting area by a distance L8, and L8 is 300.
Referring to fig. 3, fig. 3 is a view showing the arrangement of filling and grouting holes; the distance between adjacent filling and grouting holes 4 on the same horizontal line is L10, and L10 is 2000; meanwhile, the distance between adjacent filling and grouting holes 4 in the same vertical column is L12, and L12 is 2000; meanwhile, the transverse distance between two adjacent filling and grouting holes which are arranged on two adjacent rows in a crossed manner is L9, and L9 is 1000; meanwhile, the vertical distance between two adjacent filling and grouting holes which are arranged on two adjacent rows in a crossed manner is L11, and L11 is 1000.
Further, in the step S2; determining a cloth range according to the determined blasting area, wherein the cloth range comprises the following operation steps;
the transverse range of the hole distribution range is the range covered by the transverse direction of the blasting area after respectively exceeding the left side and the right side of the tunnel diameter and respectively extending for 0.2 m;
the longitudinal range of the hole distribution range is the range covered by the blasting area after the blasting area longitudinally extends by 2m beyond the diameter of the tunnel up and down respectively;
the blasting holes are arranged in a rectangular array mode, the distance between every two adjacent blasting holes in the transverse arrangement of the blasting holes is 0.6m, and the distance between every two adjacent blasting holes in the longitudinal arrangement of the blasting holes is 0.6 m;
the auxiliary holes (namely the empty holes) are arranged in a manner that one auxiliary hole is correspondingly arranged at the center of every four adjacent blast holes, and only one auxiliary hole corresponds to any one blast hole;
the shock absorption holes are respectively arranged in two rows according to the left side and the right side of the blasting area, the distance between every two adjacent shock absorption holes which are transversely arranged is 0.3m, the longitudinal distance between every two adjacent shock absorption holes is 0.15m, the diameter of each shock absorption hole is 90mm, and the distance between each shock absorption hole and the side line of the blasting area is 0.3 m; after the shock absorption hole is drilled into a hole, a PVC sleeve with the diameter of 75mm is arranged at the lower part of the hole, a plug is required to be arranged at the bottom of the sleeve (explained: the PVC sleeve arranged in the shock absorption hole mainly has the function of protecting the hole without explosive, but the PVC sleeve is also arranged in the blasting hole, the explosive is required to be arranged in the PVC sleeve, before blasting, the hole opening of the shock absorption hole needs to be covered (namely the plug is covered), and foreign matters are prevented from falling into the hole to block the blasting hole.)
It should be noted that, referring to table 1, the pre-splitting blasting area is determined in step S1 according to the specific area and distribution form of the soft upper and hard lower bad geological section obtained by surveying, it is noted that the left-line and right-line blasting is performed according to the above operation steps, in the specific technical solution of the embodiment of the present invention, the full length of the left line is 1237.274m, the full length of the right-line tunnel is 1230.309m, generally, the distance between the left and right lines of intercity rail traffic is 10-15 m, the embodiment of the present invention is not described in detail with reference to fig. 1-4, the transverse width of the blasting area in step S2 is 0.2m each on the left and right sides of the tunnel diameter, the blasting area is 2m outside the tunnel range, the distance of the blasting holes is 0.6m ＊ 0.6.0.6 m, the empty holes (auxiliary holes) correspond to one auxiliary hole per four blasting holes, the auxiliary holes are located among 4 blasting holes, the diameter of the auxiliary holes is 130mm, the shock absorbing holes are arranged on the left and right sides of the blasting area, the distance of the pre-breaking holes is 0.3 mm, the pre-breaking sleeve is arranged, the top surface of the pre-breaking hole is covered by a pre-breaking sleeve, the reinforcing plug, the pre-breaking hole is arranged in the pre-breaking-hole structure, the pre-breaking.
Wherein, referring to fig. 5-7, the amount of herbs in step S3 is calculated according to the formula q1+ q2+ q3+ q4, wherein: q 1-basic charge, twice as much as a normal land bench blast; and the underwater vertical drilling is increased by 10 percent. Average unit consumption q1 of deep hole blasting of common hard rock is 0.5kg/m3And the underwater drilling hole q1 is 1.0kg/m3The underwater vertical hole q1 is 1.1kg/m3(ii) a (q 1-basic charge, generally equal to q1 ═ 1.1kg/m3)
q 2-water pressure increment above the explosion area, q2 is 0.01h 2;
h 2-depth of water, m;
q 3-blanket increment above blast region, q3 ═ 0.02h 3;
h 3-thickness of the cover (silt or soil, sand), m;
q 4-rock expansion increment, q4 is 0.03 h;
h is the height of the bench, m.
The average value of h in the project is 4m, the average value of h2 is 20m, the average value of h3 is 18m, and q1 is 1.1kg/m3，q＝1.1+0.01×20+0.02×18+0.03×6＝1.84kg/m3。
Processing the medicine package: and after the blast hole is qualified, warning is set in the explosive charging area range, and the explosive package is processed. Firstly, preparing a PVC casing pipe with the diameter of 75mm, calculating the length of a explosive package in advance according to drilling parameters provided by a drilling team, and filling explosive and a detonator into a specified position in the PVC casing pipe. Because the hole is filled with water and a small amount of slurry, the medicine bag needs to be properly weighted in order to smoothly charge the medicine. The length of the PVC sleeve is determined by the length of the pack and the weight and calculated using the formula L13+ L14.
In the formula: l is the length of the taken PVC sleeve; l13-pack length; l14 — counterweight length.
The design of a charging structure and a detonation network: because this engineering bedrock is protruding to bury deeply, for 20m underground department, and thickest stratum thickness is about 4 meters, and its blasting crushing degree of difficulty is great, for being convenient for construction and guaranteeing blasting crushing effect, at first explode the front row hole of thinner stratum, and the soil layer appears the space because of the blasting extrusion before the hole to for back row hole provides the free surface, then back row hole is detonating. The row spacing among the blast holes is 0.6m, the ultra-deep drilling depth is 1.0-2.0 m, the drilling depth is 21-22 m, and the elevation of the hole bottom is-16.46-16.83 m. The depth of charge is about 1.0m deeper than the thickness of the matrix.
Because the depth of the blast hole is deep and the buried depth of the rock to be blasted is deep, the blasting cartridge is suspended at the position of a blasting point by adopting a flexible steel wire, one end of the blasting cartridge is fixed at the position of the orifice, and the elevation error is not more than 10 cm. The explosive bag is fixed in a self-made PVC sleeve, and the detonating body has better waterproof performance. Because the PVC sleeve pipe is internally provided with water pressure, the detonating body needs to be balanced to realize anti-floating operation. The blasting holes adopt an initiating body (namely positive charging) filled with PVC sleeves containing explosive charges, the initiation adopts a non-electric blasting network, an exciting needle is adopted for initiation (namely initiation triggering is implemented through an initiator 7), each blasting hole is filled with two detonators which respectively belong to two blasting networks, and the two blasting networks are detonated after being connected in parallel (namely the initiating body of the PVC sleeve is arranged in each blasting hole, each PVC sleeve is filled with the detonators from the two blasting networks, and the two blasting networks are independently connected in parallel and are simultaneously initiated).
Wherein, referring to fig. 6 and 8, in the step S4:
anti-floating counterweight: because the explosive and muddy water in the hole have similar specific gravity, the explosive bag can not sink or can not be fixed under the action of buoyancy after sinking, and therefore the explosive bag needs to be weighted and anti-floating. The balance weight is made of crushed stone with the particle size of 0.5cm and the density of 1.50g/cm3(ii) a The density of the explosive is 0.95-1.25 g/cm3Here, take 1.00g/cm3(ii) a The density of mud water in the hole is 1.15g/cm3. As shown in fig. 6, fig. 6 illustrates a schematic view of the processing of a single-segment charge, wherein it relates to the structure of a detonator 6, an explosive 8, a weight 9, etc.
The medicine package is in place and protected: after the medicine package is processed, two holes are drilled at the upper end of the PVC casing pipe wall, the PVC casing pipe is bound by iron wires, a rope is tied up, and then the medicine package is started to be discharged. According to the drilling parameters and the hole checking condition provided by a drilling team (namely the drilling parameters comprise the depth position information of a target blast hole to be dosed, namely the rock side wall downward probing position), the bottom depth position N1 of the target blast hole is determined, then the sum N2 of the lengths of the PVC casing pipe and the rope is accurately measured, N1 is N2, the whole explosive package is suspended to an accurate position, and the error is controlled within 10 cm. After the medicine bag is in place, the rope is fixed on the wall of the PVC sleeve by using an iron wire, so that the rope does not move any more.
After the cartridge is in place and secured, the occlusion begins. It is forbidden to use ironware to impact explosive charges and detonators in the blasting hole. The inside and the outside of the sleeve are tightly blocked by gravels, so that the slurry is prevented from being sprayed out and the sleeve is prevented from protruding. Underground blasting can not generate flying stones, only high-pressure gas generated after blasting can press mud in a blast hole out of the hole, and a combined protection system is adopted on the land side in order to prevent the mud from splashing. If the blasting operation is carried out around the blasting area, blasting residual holes around the blasting area need to be covered by sand bags to prevent mud from being sprayed. Figure 7 is a schematic diagram of the structure of a bed rock blasting charge, figure 7 illustrating the rock 10 to be blasted together with explosives 8 and plugs 11 and the ground D; the specific location of the tunnel floor E. Meanwhile, fig. 8 is a schematic diagram of explosion protection, as shown in fig. 8, fig. 8 mainly illustrates structures such as a blockage 11, a sand bag 12, a wood board 13, a wood column 14 and the like, and a position of the ground D.
And (3) blasting effect detection: the engineering blasting effect meets the requirement that the crushed grain size of the rock mass is less than 30 cm.
Wherein, referring to fig. 3, in the step S5:
after the blasting construction is finished, a residual hole is reserved in a construction site, and a residual PVC sleeve is arranged in the hole. All holes left after the blasting holes, the auxiliary holes and the damping holes are blasted need to be sealed and blocked so as to avoid accidents such as slurry leakage and the like when the shield passes through the blasting area, and the shield is waited to be tunneled after the hole sealing is completed.
The concrete hole sealing measures are as follows:
step S51: cleaning the exploded hole by using a geological drilling machine for drilling holes, and ensuring that no PVC casing pipe fragments remain in the hole;
step S52: uniformly mixing the stones and the cement for plugging on the ground;
step S53: the mixed cement stones are manually filled into the cleaned holes, the filling length is ensured to be not less than 2/3 of the hole depth, and the filled cement stones can be expanded and solidified when meeting water due to the water in the holes, so that the effect of sealing the holes is achieved (the blocked blasting holes and auxiliary holes, and all holes left after the shock absorption holes are blasted are filling grouting holes 4).
The presplitting blasting construction method for shield tunneling of the upper soft and lower hard strata provided by the embodiment of the invention has the following technical advantages:
in conclusion, by means of the technical scheme, the invention provides the pre-splitting blasting construction method for the shield tunneling of the upper soft and lower hard stratum, the method has the advantages of simple steps, reasonable design and good use effect, the shield construction cost is saved, the construction period is greatly shortened, the tunneling efficiency is greatly improved, the production value in unit time is improved, the economic benefit is good, and the technical problem of treatment of the boulder and the hard rock section in the shield tunneling can be effectively solved. The method can provide thinking, experience reference and technical support for the subsequent tunnel construction of the inter-city railway in the Zhuhai region and even the tunnel of the Zhujia railway.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (5)
1. A shield tunneling pre-splitting blasting construction method for upper soft and lower hard strata is characterized by comprising the following operation steps;
step S1: firstly surveying a bad geological section in a tunneling range before shield excavation, determining a specific area of a hard stratum under a soft upper part, and then determining a pre-splitting blasting area according to the specific area and distribution form of the bad geological section under the soft upper part and the hard lower part obtained by surveying;
step S2: performing presplitting blasting hole distribution according to the determined blasting area, wherein the hole distribution mode setting specifically comprises a blasting hole, an auxiliary hole and a damping hole, and performing drilling construction after the hole distribution setting is qualified;
step S3: after drilling is finished, calculating the dosage and processing the explosive package, and then determining the explosive loading structure and designing an initiation network;
step S4: then carrying out explosive anti-floating counterweight, explosive bag positioning and protection, then carrying out detonation, and detecting the blasting effect after blasting is finished;
step S5: after blasting construction is finished, all holes left after blasting of the blasting holes, the auxiliary holes and the damping holes are sealed and blocked so as to avoid slurry leakage accidents when the shield passes through a blasting area, and the shield is waited to be tunneled after hole sealing is finished;
in said step S2; the method comprises the following steps of determining a hole distribution range according to a determined blasting area;
the transverse range of the hole distribution range is the range covered by the transverse direction of the blasting area after respectively exceeding the left side and the right side of the tunnel diameter and respectively extending for 0.2 m;
the longitudinal range of the hole distribution range is the range covered by the blasting area after the blasting area longitudinally extends by 2m beyond the diameter of the tunnel up and down respectively;
the blasting holes are arranged in a rectangular array mode, the distance between every two adjacent blasting holes in the transverse arrangement of the blasting holes is 0.6m, and the distance between every two adjacent blasting holes in the longitudinal arrangement of the blasting holes is 0.6 m;
the auxiliary holes are arranged in a manner that one auxiliary hole is correspondingly arranged at the center of every four adjacent blast holes, and any one blast hole has only one auxiliary hole corresponding to the auxiliary hole;
the shock absorption holes are respectively arranged in two rows according to the left side and the right side of the blasting area, the distance between every two adjacent shock absorption holes which are transversely arranged is 0.3m, the longitudinal distance between every two adjacent shock absorption holes is 0.15m, the diameter of each shock absorption hole is 90mm, and the distance between each shock absorption hole and the side line of the blasting area is 0.3 m; the diameter is 75 mm's PVC sleeve pipe guard hole under the shock attenuation hole drilling pore-forming, and need to have the end cap at the bottom of the PVC sleeve pipe.
2. The shield tunneling upper soft and lower hard formation pre-splitting blasting construction method according to claim 1,
in the step S3:
performing a medicine quantity calculation operation, wherein the medicine quantity calculation is calculated according to a formula q-q 1+ q2+ q3+ q 4;
in the formula: q1 is the basic charge; q1 ═ 1.1kg/m3；
q2 is the water pressure increment above the explosion area, q2 is 0.01h 2; h2 is the depth of water depth;
q3 is the cover layer increment above the burst area, q3 is 0.02h 3; h3 is the cover layer thickness;
q4 is the expansion increment of the rock, q4 is 0.03 h; h is the height of the bench;
and (3) carrying out the processing operation of the medicine package: after the blast hole is qualified, warning is set in the explosive charging area range, and the explosive package is processed; firstly, preparing a PVC sleeve with the diameter of 75 mm; calculating the length of the explosive package in advance according to the provided drilling parameters, and filling the explosive and the detonator into the specified position in the PVC sleeve; in the process of charging, the medicine package needs to be subjected to weight balancing operation; the length of the PVC sleeve needs to be cut according to the length of the medicine bag and the length of the counterweight, and the calculation is carried out by adopting the following formula, wherein L is L13+ L14;
in the formula: l is the length of the taken PVC sleeve; l13 is the length of the pack; l14 is the counterweight length;
and (3) executing the operations of designing the charging structure and the detonation network: the explosive bag is fixed in a self-made PVC sleeve to form an initiating body, and the initiating body is a waterproof initiating body; water pressure is arranged in the PVC sleeve, and the counter weight of the detonating body realizes anti-floating operation; the blasting holes are filled with an initiating body of a PVC sleeve containing a cartridge, a non-electric blasting network is selected for initiation, an exciting needle is adopted for initiation, each blasting hole is filled with two detonators which respectively belong to two blasting networks, and the two blasting networks are connected in parallel and then initiated.
3. The shield tunneling upper soft and lower hard formation pre-splitting blasting construction method according to claim 2,
in the step S4:
and (3) executing anti-floating counterweight operation: the medicine bag is weighted to resist floating; the balance weight is made of crushed stone with the particle size of 0.5cm and the density of 1.50g/cm3(ii) a The density of the explosive is 0.95-1.25 g/cm3Here, take 1.00g/cm3(ii) a The density of mud water in the hole is 1.15g/cm3；
Carrying out the positioning and protection operations of the cartridge: after the medicine bag is processed, drilling two holes at the upper end of the PVC casing pipe wall, binding the holes by using iron wires, tying a rope on the holes, and then starting to discharge the medicine bag; determining the bottom depth position N1 of the target blast hole according to the provided drilling parameters, then accurately measuring the sum N2 of the lengths of the PVC sleeve and the rope, enabling N1 to be N2, suspending the whole cartridge to the accurate position, and controlling the error within 10 cm; after the medicine bag is in place, fixing the rope on the wall of the PVC sleeve by using an iron wire, so that the rope does not move any more;
after the medicine bag is in place and fixed, the blockage is started; the inside and the outside of the PVC casing pipe are tightly blocked by gravels, so that the slurry is prevented from being sprayed out and the PVC casing pipe is prevented from protruding;
and (3) blasting effect detection: according to the requirements, the blasting effect needs to reach the condition that the crushed particle size of rock mass is less than 30 cm.
4. The shield tunneling upper soft and lower hard formation pre-splitting blasting construction method according to claim 3,
and (S5) after blasting construction is finished, remaining residual holes and fragment residues on the construction site, and cleaning the fragment residues on the construction site.
5. The shield tunneling upper soft and lower hard formation pre-splitting blasting construction method according to claim 4,
in the step S5; and (3) executing the action of sealing and blocking all holes left after the blasting of the blasting hole, the auxiliary hole and the damping hole, wherein the action comprises the following operation steps:
step S51; cleaning the exploded hole by using a geological drilling machine for drilling holes, and ensuring that no PVC casing pipe fragments remain in the hole;
step S52; uniformly mixing the stones and the cement for plugging on the ground;
step S53; the mixed cement stones are manually filled into the cleaned holes, the filling length is ensured to be not less than 2/3 of the hole depth, and the filled cement stones can be solidified by meeting water due to the water in the holes, so that the effect of sealing the holes is achieved.
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| CN109386289B (en) * | 2019-01-03 | 2020-09-01 | 广州轨道交通建设监理有限公司 | Blasting, hole sealing and grouting integrated construction method |
| CN109596022B (en) * | 2019-01-03 | 2021-03-16 | 广州轨道交通建设监理有限公司 | Blasting treatment method for boulders in front of shield cutter head |
| CN111927471B (en) * | 2020-08-10 | 2021-07-30 | 何满潮 | Method for tunneling tunnel by adopting geometric forming of instantaneous bursting device |
| CN112127899B (en) * | 2020-09-28 | 2022-08-23 | 中电建十一局工程有限公司 | Method for consolidation grouting of conglomerate stratum tunnel arch ring |
| CN114264202B (en) * | 2021-08-16 | 2023-05-12 | 北方工业大学 | Rock roadway deep hole layered slitting blasting method |
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
| CN115420158B (en) * | 2022-10-10 | 2023-06-30 | 武汉爆破有限公司 | Rapid blasting pre-fracturing method for shield tunnel |
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| CN1072353C (en) * | 1995-08-04 | 2001-10-03 | 罗克明控股有限公司 | Method and apparatus for controlled small-charge blasting of hard rock and concrete by explosive pressurization of the bottom of a drill hole |
| CN201093963Y (en) * | 2007-09-04 | 2008-07-30 | 徐良玉 | New type blasting fuse type nonel detonator |
| CN101503961B (en) * | 2009-03-11 | 2011-06-01 | 上海城建（集团）公司 | Use method of underground obstacles blasting in shield-tunneling construction |
| CN106524844B (en) * | 2016-09-26 | 2018-02-13 | 中铁十六局集团北京轨道交通工程建设有限公司 | Boulder reconnoitres the construction method with explosion treatment along a kind of shield tunnel |
| CN206989839U (en) * | 2017-01-05 | 2018-02-09 | 中铁十六局集团北京轨道交通工程建设有限公司 | Basement rock projection explosion pretreatment system in shield gauge |
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