CN110685716A - Sleeve valve pipe grouting method after boulder blasting treatment - Google Patents
Sleeve valve pipe grouting method after boulder blasting treatment Download PDFInfo
- Publication number
- CN110685716A CN110685716A CN201910968086.XA CN201910968086A CN110685716A CN 110685716 A CN110685716 A CN 110685716A CN 201910968086 A CN201910968086 A CN 201910968086A CN 110685716 A CN110685716 A CN 110685716A
- Authority
- CN
- China
- Prior art keywords
- grouting
- pipe
- hole
- sleeve valve
- slurry
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000005422 blasting Methods 0.000 title claims abstract description 55
- 238000000034 method Methods 0.000 title claims abstract description 37
- 239000002002 slurry Substances 0.000 claims abstract description 77
- 238000005553 drilling Methods 0.000 claims abstract description 72
- 238000007789 sealing Methods 0.000 claims abstract description 34
- 239000000463 material Substances 0.000 claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 15
- 238000009826 distribution Methods 0.000 claims abstract description 6
- 238000009434 installation Methods 0.000 claims abstract description 4
- 239000011440 grout Substances 0.000 claims description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 23
- 239000004568 cement Substances 0.000 claims description 14
- 229910000278 bentonite Inorganic materials 0.000 claims description 9
- 239000000440 bentonite Substances 0.000 claims description 9
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 9
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000011010 flushing procedure Methods 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 5
- 239000011257 shell material Substances 0.000 claims description 5
- 239000011435 rock Substances 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 239000000853 adhesive Substances 0.000 claims description 3
- 230000001070 adhesive effect Effects 0.000 claims description 3
- 239000002390 adhesive tape Substances 0.000 claims description 3
- 238000005452 bending Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 230000001502 supplementing effect Effects 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 abstract description 3
- 230000009191 jumping Effects 0.000 abstract description 3
- 230000002349 favourable effect Effects 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 description 8
- 230000000694 effects Effects 0.000 description 5
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 230000005641 tunneling Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000002994 raw material Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000000246 remedial effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a sleeve valve pipe grouting method after boulder blasting treatment, which comprises the following steps: the method adopts the steps of hole distribution and drilling, slurry sealing replacement, sleeve valve pipe installation, casing material replacement and grouting construction, hole jumping and drilling at intervals and grouting are adopted, drilling and grouting operation are sequentially carried out, a grouting section is divided into a plurality of areas to be carried out, grouting, slurry leakage, pipe clamping and pipe blocking can be effectively avoided in the grouting process, the distance between grouting sections is favorable for parallel operation according to the on-site time condition, and the grouting progress is accelerated.
Description
Technical Field
The invention relates to the technical field of shield tunneling, in particular to a sleeve valve pipe grouting method after boulder blasting treatment.
Background
The method for treating the boulder is determined according to the size, the position, the shape and the surrounding environment factors of the boulder, and the main treatment methods comprise grouting reinforcement, drilling blasting, manual hole digging pile, rotary drilling mechanical treatment, impact crushing, close drilling and the like. Sometimes, the boulder is large in size, high in strength and wide in distribution, the cutter is difficult to break rock, a cutter head and the cutter are easy to damage when the boulder is tunneled in a boulder area, drilling and blasting treatment needs to be carried out on the boulder, if the particle size of the broken boulder subjected to blasting treatment is larger than the size of an opening of a grating, or the sealing performance of an originating end opening is poor, the slurry bin cannot be built, slurry carrying capacity is poor, and slurry stagnation and discharge and bin blockage are easy to cause. After blasting treatment is completed, an original stratum is damaged and affected by blasting, a large amount of gaps and chippings are generated in the stratum, and in order to ensure that the shield tunneling machine does not generate slurry overflow or collapse when passing through the section safely and smoothly, sleeve valve pipe grouting is adopted to reinforce the blasting area.
Disclosure of Invention
The invention aims to provide a sleeve valve pipe grouting method after boulder blasting treatment, which can effectively reinforce a blasting area, avoid slurry leakage and collapse and ensure the safe and smooth passing of a shield machine.
In order to solve the technical problems, the invention adopts the following technical scheme:
a sleeve valve pipe grouting method after boulder blasting treatment is designed, and comprises the following steps:
(1) hole distribution and drilling: adopting a blasting hole after blasting, and drilling down to destroy a blasting tube and a sleeve valve tube after blasting; directly forming a hole in the bedrock section by using a drilling machine, and after blasting the bedrock convex section, re-distributing the hole in the blasting pretreatment section;
(2) and (3) closed slurry replacement: after drilling is finished, partial slag which collapses and falls off during drilling exists at the bottom of the hole, fresh closed slurry, namely bentonite slurry, is used for replacing drilling wall protection slurry through a drill rod immediately after hole forming, and the closed slurry is proportioned according to the proportion of bentonite: water is 4:1, sealing mud is pressed in from the bottom of the hole by a drill rod, and a drilling space is filled until the sealing mud completely replaces the wall protection mud;
(3) installing a sleeve valve pipe: after the sealing slurry is pressed into the hole, the sleeve valve pipe is immediately inserted, the sealing slurry pressed in advance can overflow from the hole opening while the pipe is lowered, the sealing slurry can automatically sink after the pipe is lowered to the place, the sinking depth can generally reach 2m after the slurry is basically gelled, and the cement mortar is used for supplementing and sealing; installing a phi 20mm PVC pipe while installing the sleeve valve pipe, and installing the phi 20mm PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
(4) replacing a jacket material: filling casing materials to replace the sealing slurry in the hole, connecting a phi 20mm PVC pipe to a grouting machine, and replacing the casing materials in the casing materials through the slurry in the phi 20mm PVC pipe hole under the action of grouting pressure; the casing material enters the bottom of the drill hole through a phi 20mm PVC pipe under the action of 0.5MPa pressure, the slurry is displaced from the ground hole opening along with the entrance of the casing material, and the displaced slurry is discharged to a slurry circulation tank through a slurry ditch at the drill hole opening; when the discharged slurry contains the shell material, the replacement is stopped; sealing the hole opening with cement mortar within the range of 2-3 m;
(5) grouting construction: the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; each section of grouting is controlled by a grout stop plug, grout can only diffuse to the stratum in the section under the control of the grout stop plug, and when full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from being solidified in the core pipe; and (4) immediately plugging the orifice of the grouting pipe after grouting of each hole is finished, and timely sealing the hole.
Preferably, the drilling step in step (1) is:
① guiding the backfill layer by a drilling machine, drilling the lower stratum by a geological drilling machine by a phi 89 drill bit according to the design requirement, wherein the horizontal hole position error of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 DEG, and the drilling depth exceeds the design depth by 0.5-1 m so as to meet the pipe laying depth;
② forming holes with aperture not less than 89mm by wall protection with slurry or dry drilling;
③ no foreign matter is left in the drilled hole/sleeve so as to facilitate the installation of grouting pipe;
④ and after the grouting pipe is installed, the sleeve is pulled out.
Preferably, the method for installing the half-sleeve valve tube in the step (3) comprises the following steps: the length of each section of the sleeve valve pipe is 4m, two adjacent sections are connected by a PVC connecting sleeve with the length of 20cm, and the sleeve valve pipe and the connecting sleeve are firmly bonded by adopting a U-PVC adhesive; the bottom of the first sleeve valve pipe must be provided with a blank cap to seal the bottom opening, and the pipe opening is provided with the blank cap, so that the pipe joint is sealed reliably; when the sleeve valve pipe is inserted, clean water is poured while the sleeve valve pipe is inserted, so that the bending straightness of the sleeve valve pipe is reduced; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and enabling the center of the sleeve valve pipe to coincide with the center of the drill hole during lowering; in addition, clear water is added to keep the pressure inside and outside the pipe balanced, so that the buoyancy of the pipe is reduced, and the pipe is favorably arranged.
Preferably, the proportion of the shell material in the step (4) is as follows: cement: and (3) bentonite: water =1: 1.5-2.5: 1, the cement is PC32.5 composite Portland cement.
Preferably, the grouting operation is performed by using KBY-50/70 grouting pump or SYB-60/160 type grouting pump in the step (5).
Preferably, the step (5) adopts a grouting construction mode of drilling one hole and grouting one hole, and when parallel operation of drilling and grouting construction is adopted, the distance between the drilling hole and the grouting hole is more than 6 m.
Preferably, in the step (5), the specific gravity of the cement single-liquid slurry is 1.6; grouting pressure control: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of a grouting pipe orifice, and the pumping pressure of a grouting pump is 2.0 times of the pressure of the grouting pipe orifice; and carrying out pulp sucking quantity of about 0.8m per linear meter under the preset grouting pressure of the bed rock blasting section.
Preferably, in the step (5), after each section of grouting is completed, the hole is immediately flushed, the flushing pipe is inserted into the bottom of the sleeve valve pipe, clear water is pressed in until the water returned from the hole opening is basically clean, the water pipe is repeatedly moved up and down in the flushing process, the cement paste in the pipe is flushed completely, and subsequent grouting is facilitated.
Preferably, the grouting amount of the crushed stone section of the tunnel body is as follows: 600-800L/M, the grouting amount in the area of 6M on the top of the tunnel is as follows: about 400L/M, and the pulp absorption amount of the backfill layer area at the top of the tunnel is 400-600L/M.
The sleeve valve pipe grouting method after boulder blasting treatment has the beneficial effects that:
by adopting the grouting method, the area after the boulder blasting is grouted, the grouting range is that 1m is respectively arranged along the edge of the tunnel in the cross section direction of the tunnel, 2m is arranged along the hollow hole for blasting boulder (bedrock protrusion) in the longitudinal section direction of the tunnel, the grouting reinforcement depth is determined according to the blasting drilling depth, the grouting reinforcement is completely reinforced from the blasting bottom of the tunnel to the top surface of the drilling hole (namely, the grouting reinforcement is reinforced from the bottom of the tunnel to the ground), the cracks generated by blasting can be completely filled, compacted and consolidated, and the grouting quality and the reinforcement effect are good.
The invention adopts the steps of drilling and grouting at intervals, drilling and grouting operation are carried out in sequence, the grouting section is divided into a plurality of areas for carrying out, slurry crossing, slurry leakage, pipe clamping and pipe blocking can be effectively avoided in the grouting process, the interval of the grouting section is favorable for parallel operation according to the field time condition, and the grouting progress is accelerated.
Detailed Description
The following examples are given to illustrate specific embodiments of the present invention, but are not intended to limit the scope of the present invention in any way. The apparatus elements referred to in the following examples are, unless otherwise specified, conventional apparatus elements; the industrial raw materials are all conventional industrial raw materials which are sold on the market, if not specifically mentioned.
Example 1: a sleeve valve pipe grouting method after boulder blasting treatment is characterized by comprising the following steps:
(1) hole distribution and drilling: adopting a blasting hole after blasting, and drilling down to destroy a blasting tube and a sleeve valve tube after blasting; directly forming a hole in the bedrock section by using a drilling machine, and after blasting the bedrock convex section, re-distributing the hole in the blasting pretreatment section;
the drilling steps are as follows:
① guiding the backfill layer by a drilling machine, drilling the lower stratum by a geological drilling machine by a phi 89 drill bit according to the design requirement, wherein the horizontal hole position error of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 DEG, and the drilling depth exceeds the design depth by 0.5-1 m so as to meet the pipe laying depth;
② forming holes with aperture not less than 89mm by wall protection with slurry or dry drilling;
③ no foreign matter is left in the drilled hole/sleeve so as to facilitate the installation of grouting pipe;
④ and after the grouting pipe is installed, the sleeve is pulled out.
(2) And (3) closed slurry replacement: after drilling is finished, partial slag which collapses and falls off during drilling exists at the bottom of the hole, fresh closed slurry, namely bentonite slurry, is used for replacing drilling wall protection slurry through a drill rod immediately after hole forming, and the closed slurry is proportioned according to the proportion of bentonite: water is 4:1, sealing mud is pressed in from the bottom of the hole by a drill rod, and a drilling space is filled until the sealing mud completely replaces the wall protection mud;
(3) installing a sleeve valve pipe: after the sealing slurry is pressed into the hole, the sleeve valve pipe is immediately inserted, the sealing slurry pressed in advance can overflow from the hole opening while the pipe is lowered, the sealing slurry can automatically sink after the pipe is lowered to the place, the sinking depth can generally reach 2m after the slurry is basically gelled, and the cement mortar is used for supplementing and sealing; installing a phi 20mm PVC pipe while installing the sleeve valve pipe, and installing the phi 20mm PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
the method for installing the sleeve valve pipe comprises the following steps: the length of each section of the sleeve valve pipe is 4m, two adjacent sections are connected by a PVC connecting sleeve with the length of 20cm, and the sleeve valve pipe and the connecting sleeve are firmly bonded by adopting a U-PVC adhesive; the bottom of the first sleeve valve pipe must be provided with a blank cap to seal the bottom opening, and the pipe opening is provided with the blank cap, so that the pipe joint is sealed reliably; when the sleeve valve pipe is inserted, clean water is poured while the sleeve valve pipe is inserted, so that the bending straightness of the sleeve valve pipe is reduced; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and enabling the center of the sleeve valve pipe to coincide with the center of the drill hole during lowering; in addition, clear water is added to keep the pressure inside and outside the pipe balanced, so that the buoyancy of the pipe is reduced, and the pipe is favorably arranged.
(4) Replacing a jacket material: filling casing materials to replace the sealing slurry in the hole, connecting a phi 20mm PVC pipe to a grouting machine, and replacing the casing materials in the casing materials through the slurry in the phi 20mm PVC pipe hole under the action of grouting pressure; the casing material enters the bottom of the drill hole through a phi 20mm PVC pipe under the action of 0.5MPa pressure, the slurry is displaced from the ground hole opening along with the entrance of the casing material, and the displaced slurry is discharged to a slurry circulation tank through a slurry ditch at the drill hole opening; when the discharged slurry contains the shell material, the replacement is stopped; sealing the hole opening with cement mortar within the range of 2-3 m; the proportion of the shell material is as follows: cement: and (3) bentonite: water =1: 1.5-2.5: 1, the cement is PC32.5 composite Portland cement.
(5) Grouting construction: the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; each section of grouting is controlled by a grout stop plug, grout can only diffuse to the stratum in the section under the control of the grout stop plug, and when full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from being solidified in the core pipe; and (4) immediately plugging the orifice of the grouting pipe after grouting of each hole is finished, and timely sealing the hole.
After each section of grouting is finished, the hole is immediately flushed, the flushing pipe is inserted into the bottom of the sleeve valve pipe, clear water is pressed in until the water returned from the hole opening is basically clean, the water pipe is repeatedly moved up and down in the flushing process, cement paste in the pipe is flushed completely, and subsequent grouting is facilitated.
Wherein, an KBY-50/70 grouting pump or an SYB-60/160 grouting pump is adopted for grouting operation; the grouting construction mode of drilling one hole and grouting one hole is adopted, and when the parallel operation of drilling and grouting construction is adopted, the spacing distance between the drilling hole and the grouting hole is more than 6 m.
Wherein the grouting amount requirement is as follows: the grouting amount of the broken stone section of the tunnel body is as follows: 600-800L/M, the grouting amount in the area of 6M on the top of the tunnel is as follows: about 400L/M, and the pulp absorption amount of the backfill layer area at the top of the tunnel is 400-600L/M. The specific gravity of the single cement slurry is 1.6; grouting pressure control: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of a grouting pipe orifice, and the pumping pressure of a grouting pump is 2.0 times of the pressure of the grouting pipe orifice; and carrying out pulp sucking quantity of about 0.8m per linear meter under the preset grouting pressure of the bed rock blasting section.
Finishing standard of single-hole single-section grouting:
①, when the slurry reaches the preset injection quantity, the grouting of the section can be finished;
②, the grouting amount does not reach the preset injection amount, but the grouting pressure exceeds the specified value, and the grouting of the section can be finished after the pressure is stabilized for 10-15 min;
③, stopping grouting in the section when the preset injection amount is not reached but slurry mixing occurs;
④ under the specified grouting pressure, if the slurry suction amount is not more than 0.5L/min, the grouting is continued for 10-30 min, or the slurry suction amount is not more than 1L/min, the grouting is continued for 20-50 min, and the grouting operation can be finished.
Finishing standard of single-hole grouting:
① analyzing the grouting data, if the grouting amount reaches the preset value, finishing the hole grouting;
② the grouting of the hole can be finished when the grouting amount is insufficient due to the reasons of guiding the grout, running the grout, blocking the pipe and the like, and the predetermined amount is basically reached.
③, stopping grouting the hole when the hole is blocked and the sleeve is deformed and can not be grouted, finishing grouting the hole, recording, and taking other remedial measures;
and (3) finishing standard of group hole grouting:
① each single hole and single section reaches the standard of grouting ending.
② the single hole grouting reaches the grouting end standard and accounts for 90 percent of all grouting holes.
And (3) checking and evaluating the grouting effect:
by checking the grouting effect and evaluating the grouting construction, the grouting material and the proportion thereof can be further determined, and meanwhile, a basis and guarantee are provided for the next construction.
① after the single-hole grouting is finished, the filling condition of the grout in the stratum is determined through the back calculation analysis of the stratum filling rate, and the grouting effect is quantitatively determined.
② coring after two rows of grouting holes are constructed, and judging grouting effect through core sample.
The requirements in the grouting construction process are as follows:
(1) grouting range: 1m is respectively placed along the edge of the tunnel in the cross section direction of the tunnel, and 2m is placed along the blasting boulder (bedrock protrusion) hollow hole in the longitudinal section direction of the tunnel.
(2) Grouting depth: in order to ensure that the cracks generated by blasting are completely filled, compacted and consolidated, the grouting reinforcement depth is designed according to the depth of the blasting drill hole.
(3) Reinforcement range: and (4) reinforcing all the part from the blasting bottom of the tunnel to the top surface of the drilled hole (namely, reinforcing the part from the bottom of the tunnel to the ground) by grouting. 1m under the blasting of bedrock of the tunnel body and 1m range on the top of the tunnel adopt single-liquid grouting, and 1m on the top of the tunnel to the ground adopts single-liquid grouting.
(4) The reinforcement range is that the water-cement ratio is =1:1, and the single-liquid grouting pressure is 1.5-2.0 MPa.
(5) A hole distribution mode: 2m quincunx arrangement.
(6) Grouting mode: all are single slurry.
(7) Grouting sequence: grouting is carried out by grouting every other one jumping hole, drilling and grouting every other jumping hole, and grouting sections are divided into a plurality of areas.
The grouting process of the sleeve valve pipe has the following requirements:
the sleeve valve pipe retreating type sectional grouting process is characterized in that after a geological drilling machine is adopted for hole forming, sleeve valve type grouting pipes are put in, and grouting is carried out according to a certain designed grouting sectional length from bottom to top by utilizing a matched grout stopping system.
The sleeve valve pipe core pipe is an important part of a sleeve valve pipe system, and the grouting core pipe consists of a flower head, a pagoda head and a grout stopping plug. The perforated pipe is processed by welding a steel pipe with the diameter of 22mm, the length of the perforated pipe is generally 0.6-1 m according to the step pitch requirement, and 12-18 slurry overflow holes with the diameter of 8mm are uniformly distributed around the perforated pipe. Through the pagoda head, 3-4 stop-grouting plugs are respectively added at two ends of the perforated pipe to form a stop-grouting structure, so that the purpose of stopping grouting during grouting is achieved. The grout stopping principle is that the grout stopping plug is propped open under the action of grout hydraulic pressure and is closely attached to the inner wall of the sleeve valve pipe, so that the purpose of grout stopping is achieved, and after grouting is stopped, the grout stopping plug recovers and contracts under the action of elasticity, so that the core pipe can be lifted up and down. The sleeve valve pipe grouting is that a bidirectional grout stopping system is formed by the sleeve valve pipe and a matched grout stopping system, so that the requirements of the sectional grouting process are met.
A casing following down-the-hole drill and a geological drill are used for grouting and drilling, a steel sleeve and a thin slurry protective wall are used, the hole position error of a drilled hole is less than 5cm, the depth exceeds 0.5-1 m, the perpendicularity error is less than 1%, after the drilled hole reaches the designed depth, a drilling record is made, in order to ensure the drilling quality, ① drilling is carried out, the rotating speed is ensured to be uniform, ② when a drill rod is changed, the drill rod is lifted to be vertical, and hole expansion is avoided.
And pressing in sealing mud from the bottom of the hole through the drill rod until the sealing mud completely replaces the wall protection mud.
And (3) additionally arranging a blank cap at the bottom of the connected sleeve valve pipe, putting the grouting pipe into the drilled hole, ensuring that the upper part of the grouting pipe is higher than the ground by more than 30cm when the grouting pipe is put into the bottom of the drilled hole, and then adding clear water into the grouting pipe to ensure that the grouting pipe cannot float upwards. And finally, sleeving a blank cap on the upper part of the grouting pipe to prevent sundries from falling into the hole.
And after the sealing slurry is solidified, inserting a grouting core pipe into the sleeve valve pipe to a preset grouting section. And (3) grouting by subsection pressure grouting from the bottom of the hole, wherein the length (step pitch) of each subsection is the length of the perforated pipe, after each section of grouting is finished, the core pipe is moved upwards by one step pitch, and when each section is finished by 3-4 sections, one section of grouting core pipe is removed.
After each grouting, the sleeve valve grouting pipe is immediately flushed by clear water, and a blank cap is covered, so that multiple times of grouting are facilitated.
Exception handling and emergency handling measures:
(1) the slurry flowing is a phenomenon that slurry overflows from a grouting hole in the process of grouting through a slurry overflow hole and then passes through a stratum into a non-grouting (or grouting) grouting hole in the process of grouting.
The main reason of the phenomenon of the seriflux is that the screw thread of the grouting pipe is disjointed, the seriflux enters the grouting pipe through the disjointed part of the screw thread to block the grouting pipe to form seriflux, and the following measures can be taken for preventing the seriflux from being disjointed:
① the sleeve valve pipe sections are connected fully, and before the pipe is put down, whether the rubber sleeve is loose or not is checked.
② the backfill and sealing quality of the grouting holes are strengthened;
③ grouting parameters need to be adjusted and perfected continuously to adapt to stratum;
④ the drilling and grouting operations are carried out in sequence.
(2) The core tube is not fed below: the phenomenon that a sleeve valve pipe cannot enter a core pipe at the lower part is a phenomenon which often occurs in the grouting process of the sleeve valve pipe, and means that the grouting core pipe cannot enter the inside of the grouting pipe or cannot go down to a specified part for normal grouting operation.
Aiming at the condition that the core tube is not fed, proper measures are adopted for solving the problem:
① improving the verticality of the drilled hole, and adopting a sleeve to follow the drilled hole;
② the sleeve valve pipe sections are connected fully, and before the pipe is put down, whether the rubber sleeve is loosened or not is checked;
③ the backfill and sealing quality of the grouting holes are strengthened;
④ grouting parameters need to be adjusted and perfected continuously to adapt to stratum;
⑤ selecting reasonable grouting material;
⑥ the drilling and grouting operations are carried out in sequence.
(3) Clamping tube
The pipe clamping means that the grouting core pipe falls into or is clamped into the grouting pipe and cannot be lifted out. The tube clamping phenomenon is generated, so that the grouting tube, the core tube and the perforated tube are scrapped, and normal grouting or repeated grouting cannot be continued. The measures for solving the tube jamming are as follows:
① processing core tube with galvanized pipe;
②, the processing quality of the core tube and the grouting tube is improved;
③ improving drilling and pipe lowering quality;
④, strengthening the responsibility of grouting operators, and checking the internal and external smoothness degree before the sleeve valve pipe is lowered;
⑤ adjusting appropriate grouting parameters, and extracting pipe after pressure relief under large pressure;
⑥ after lifting the pipe upwards in the grouting process, the number of times of pressing back the core pipe is reduced.
(4) The pipe blockage refers to a phenomenon that cement slurry is coagulated in a grouting core pipe in advance, and the pipe blockage is mainly formed due to reasons of sudden power failure in construction, unreasonable coagulation time of the slurry and the like. Dredging the grouting pipe is time-consuming and labor-consuming work, and the progress of the construction period is seriously influenced, so that the blockage of the grouting pipe is prevented, and the measures for preventing the blockage are as follows:
① the sleeve valve pipe is used as a special electric box as much as possible in grouting construction, so as to prevent sudden power failure and to prevent the grouting pipe from being cleaned in time.
② when the grout is injected, the grouting pipe is cleaned and dredged in time.
(5) The phenomenon that the drill rod falls in the drill hole due to misoperation, machinery and other reasons during drilling is referred to as drill hole falling. If the drill rod falls into the drill hole and is taken out without taking measures, certain potential safety hazards are brought to the subsequent shield tunneling machine excavation, and the measures for preventing the rod from falling are as follows:
① before drilling, the falling objects in the hole should be cleaned, the scattered iron objects can be sucked out by an electromagnet, the larger falling objects and the drilling tool can be salvaged by a salvage hammer, and after the drilling is finished, the hole opening is timely plugged by a sand bag to prevent the foreign objects from falling into the hole.
② inspecting the drill string, drill pipe, wireline and coupling before tripping.
While the present invention has been described in detail with reference to the embodiments, those skilled in the art will appreciate that various changes can be made in the specific parameters of the embodiments without departing from the spirit of the present invention, and that various specific embodiments can be made, which are common variations of the present invention and will not be described in detail herein.
Claims (9)
1. A sleeve valve pipe grouting method after boulder blasting treatment is characterized by comprising the following steps:
(1) hole distribution and drilling: adopting a blasting hole after blasting, and drilling down to destroy a blasting tube and a sleeve valve tube after blasting; directly forming a hole in the bedrock section by using a drilling machine, and after blasting the bedrock convex section, re-distributing the hole in the blasting pretreatment section;
(2) and (3) closed slurry replacement: after drilling is finished, partial slag which collapses and falls off during drilling exists at the bottom of the hole, fresh closed slurry, namely bentonite slurry, is used for replacing drilling wall protection slurry through a drill rod immediately after hole forming, and the closed slurry is proportioned according to the proportion of bentonite: water is 4:1, sealing mud is pressed in from the bottom of the hole by a drill rod, and a drilling space is filled until the sealing mud completely replaces the wall protection mud;
(3) installing a sleeve valve pipe: after the sealing slurry is pressed into the hole, the sleeve valve pipe is immediately inserted, the sealing slurry pressed in advance can overflow from the hole opening while the pipe is lowered, the sealing slurry can automatically sink after the pipe is lowered to the place, the sinking depth can generally reach 2m after the slurry is basically gelled, and the cement mortar is used for supplementing and sealing; installing a phi 20mm PVC pipe while installing the sleeve valve pipe, and installing the phi 20mm PVC pipe and the sleeve valve pipe after binding together by using an adhesive tape;
(4) replacing a jacket material: filling casing materials to replace the sealing slurry in the hole, connecting a phi 20mm PVC pipe to a grouting machine, and replacing the casing materials in the casing materials through the slurry in the phi 20mm PVC pipe hole under the action of grouting pressure; the casing material enters the bottom of the drill hole through a phi 20mm PVC pipe under the action of 0.5MPa pressure, the slurry is displaced from the ground hole opening along with the entrance of the casing material, and the displaced slurry is discharged to a slurry circulation tank through a slurry ditch at the drill hole opening; when the discharged slurry contains the shell material, the replacement is stopped; sealing the hole opening with cement mortar within the range of 2-3 m;
(5) grouting construction: the grouting mode adopts a retreating type sectional grouting mode, namely grouting is conducted in a grouting pipe from the bottom of a hole to the top in a sectional mode, the length of a grouting section is 0.4-0.5 m each time, and after the grouting section is finished, the grouting is conducted in a retreating mode until the grouting of the whole hole is finished; each section of grouting is controlled by a grout stop plug, grout can only diffuse to the stratum in the section under the control of the grout stop plug, and when full-hole grouting is finished, the core pipe is immediately taken out for cleaning so as to prevent the grout from being solidified in the core pipe; and (4) immediately plugging the orifice of the grouting pipe after grouting of each hole is finished, and timely sealing the hole.
2. The method for grouting the sleeve valve pipe after the boulder blasting treatment, according to claim 1, wherein the step of drilling in the step (1) is as follows:
① guiding the backfill layer by a drilling machine, drilling the lower stratum by a geological drilling machine by a phi 89 drill bit according to the design requirement, wherein the horizontal hole position error of the drilled hole is less than or equal to 5cm, the verticality of the drilled hole is less than or equal to +/-1 DEG, and the drilling depth exceeds the design depth by 0.5-1 m so as to meet the pipe laying depth;
② forming holes with aperture not less than 89mm by wall protection with slurry or dry drilling;
③ no foreign matter is left in the drilled hole/sleeve so as to facilitate the installation of grouting pipe;
④ and after the grouting pipe is installed, the sleeve is pulled out.
3. The grouting method for the sleeve valve pipe after the boulder blasting treatment in the step (3), wherein the method for installing the sleeve valve pipe in the step (3) comprises the following steps: the length of each section of the sleeve valve pipe is 4m, two adjacent sections are connected by a PVC connecting sleeve with the length of 20cm, and the sleeve valve pipe and the connecting sleeve are firmly bonded by adopting a U-PVC adhesive; the bottom of the first sleeve valve pipe must be provided with a blank cap to seal the bottom opening, and the pipe opening is provided with the blank cap, so that the pipe joint is sealed reliably; when the sleeve valve pipe is inserted, clean water is poured while the sleeve valve pipe is inserted, so that the bending straightness of the sleeve valve pipe is reduced; after each section of the sleeve valve pipe is connected, sequentially lowering the sleeve valve pipe into the drill hole until the bottom of the drill hole, and enabling the center of the sleeve valve pipe to coincide with the center of the drill hole during lowering; in addition, clear water is added to keep the pressure inside and outside the pipe balanced, so that the buoyancy of the pipe is reduced, and the pipe is favorably arranged.
4. The sleeve valve tube grouting method after boulder blasting treatment according to claim 1, wherein the proportion of the casing material in the step (4) is as follows: cement: and (3) bentonite: water =1: 1.5-2.5: 1, the cement is PC32.5 composite Portland cement.
5. The sleeve valve grouting method after the boulder blasting treatment is characterized in that a grouting pump KBY-50/70 or a SYB-60/160 type grouting pump is adopted in the step (5) for grouting operation.
6. The sleeve valve pipe grouting method after boulder blasting treatment according to claim 1, wherein in the step (5), a grouting construction mode of drilling and grouting holes is adopted, and when parallel operation of drilling and grouting is adopted, the distance between the drilling holes and the grouting holes is more than 6 m.
7. The sleeve valve pipe grouting method after boulder blasting treatment according to claim 1, characterized in that in the step (5), the specific gravity of the cement single-liquid slurry is 1.6; grouting pressure control: grouting pressure of a broken stone section of the tunnel body is 1.5-2.0 MPa; grouting pressure of 1.5-2.0 MPa in a region 1m from the top of the tunnel; the preset grouting pressure is the pressure of a grouting pipe orifice, and the pumping pressure of a grouting pump is 2.0 times of the pressure of the grouting pipe orifice; and carrying out pulp sucking quantity of about 0.8m per linear meter under the preset grouting pressure of the bed rock blasting section.
8. The method for grouting the sleeve valve pipe after the boulder blasting treatment in the step (5), wherein after each section of grouting is completed, the hole is immediately flushed, the flushing pipe is inserted into the bottom of the sleeve valve pipe, clean water is pressed in until the water returning from the hole opening is basically clean, and the water pipe is repeatedly moved up and down in the flushing process to flush the cement slurry in the pipe clean, so that the subsequent grouting is facilitated.
9. The sleeve valve pipe grouting method after boulder blasting treatment is characterized in that the grouting amount of the broken stone section of the tunnel body is as follows: 600-800L/M, the grouting amount in the area of 6M on the top of the tunnel is as follows: about 400L/M, and the pulp absorption amount of the backfill layer area at the top of the tunnel is 400-600L/M.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910968086.XA CN110685716A (en) | 2019-10-12 | 2019-10-12 | Sleeve valve pipe grouting method after boulder blasting treatment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910968086.XA CN110685716A (en) | 2019-10-12 | 2019-10-12 | Sleeve valve pipe grouting method after boulder blasting treatment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110685716A true CN110685716A (en) | 2020-01-14 |
Family
ID=69112314
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910968086.XA Pending CN110685716A (en) | 2019-10-12 | 2019-10-12 | Sleeve valve pipe grouting method after boulder blasting treatment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110685716A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335906A (en) * | 2020-03-11 | 2020-06-26 | 中铁二局集团有限公司 | Construction method for drilling boulder |
| CN111519604A (en) * | 2020-04-30 | 2020-08-11 | 河北建设勘察研究院有限公司 | Deep-hole sleeve valve pipe grouting device and application method thereof |
| CN112127899A (en) * | 2020-09-28 | 2020-12-25 | 中电建十一局工程有限公司 | Conglomerate stratum tunnel arch ring consolidation grouting method |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003003791A (en) * | 2001-06-22 | 2003-01-08 | Kidoh Construction Co Ltd | Shield machine |
| CN102518442A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团第二工程有限公司 | Method for processing isolated stone groups in shield excavation karren section |
| CN106524844A (en) * | 2016-09-26 | 2017-03-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for shield tunnel boulder exploration and blasting treatment |
| CN109026037A (en) * | 2018-09-25 | 2018-12-18 | 中铁十二局集团有限公司 | Shield tunnel meets basement rock earth layer of solitary stone and pre-processes construction method |
| CN109026039A (en) * | 2018-10-19 | 2018-12-18 | 深圳市工勘岩土集团有限公司 | Subway tunnel shield tunnels boulder deep hole blasting and pre-processes construction method |
| CN109252868A (en) * | 2018-10-23 | 2019-01-22 | 中铁十二局集团有限公司 | Hard-soft heterogeneous ground shield-tunneling construction boulder and basement rock protrusion processing method |
| CN109386289A (en) * | 2019-01-03 | 2019-02-26 | 广州轨道交通建设监理有限公司 | A kind of explosion, sealing of hole, slip casting integral construction method |
-
2019
- 2019-10-12 CN CN201910968086.XA patent/CN110685716A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003003791A (en) * | 2001-06-22 | 2003-01-08 | Kidoh Construction Co Ltd | Shield machine |
| CN102518442A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团第二工程有限公司 | Method for processing isolated stone groups in shield excavation karren section |
| CN106524844A (en) * | 2016-09-26 | 2017-03-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for shield tunnel boulder exploration and blasting treatment |
| CN109026037A (en) * | 2018-09-25 | 2018-12-18 | 中铁十二局集团有限公司 | Shield tunnel meets basement rock earth layer of solitary stone and pre-processes construction method |
| CN109026039A (en) * | 2018-10-19 | 2018-12-18 | 深圳市工勘岩土集团有限公司 | Subway tunnel shield tunnels boulder deep hole blasting and pre-processes construction method |
| CN109252868A (en) * | 2018-10-23 | 2019-01-22 | 中铁十二局集团有限公司 | Hard-soft heterogeneous ground shield-tunneling construction boulder and basement rock protrusion processing method |
| CN109386289A (en) * | 2019-01-03 | 2019-02-26 | 广州轨道交通建设监理有限公司 | A kind of explosion, sealing of hole, slip casting integral construction method |
Non-Patent Citations (1)
| Title |
|---|
| 方飞龙: "浅谈泥水平衡盾构机穿越跨海区间孤石群、基岩凸起段施工技术 ", 《城市建设理论研究(电子版)》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111335906A (en) * | 2020-03-11 | 2020-06-26 | 中铁二局集团有限公司 | Construction method for drilling boulder |
| CN111335906B (en) * | 2020-03-11 | 2021-11-23 | 中铁二局集团有限公司 | Construction method for drilling boulder |
| CN111519604A (en) * | 2020-04-30 | 2020-08-11 | 河北建设勘察研究院有限公司 | Deep-hole sleeve valve pipe grouting device and application method thereof |
| CN112127899A (en) * | 2020-09-28 | 2020-12-25 | 中电建十一局工程有限公司 | Conglomerate stratum tunnel arch ring consolidation grouting method |
| 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 |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020101047A4 (en) | Method for filling underground cavity in bedrock by grouting and hydraulic filling device | |
| CN110685716A (en) | Sleeve valve pipe grouting method after boulder blasting treatment | |
| CN102561950B (en) | Process for realizing grouting consolidation for aggregates filled in cavities of strata and jetting drill bit | |
| CN111734420B (en) | Water-rich stratum shield underwater receiving method provided with tunnel portal mortar retaining wall | |
| CN111075478A (en) | Pre-grouting reinforcement process for ground construction of broken belt of excavation working face structure | |
| CN108661650A (en) | A kind of rich water magmatic body area depth pozo shaft construction method | |
| CN111764863B (en) | Method for blocking water gushing of high-pressure drilling hole in underground fault fracture zone | |
| CN111946367B (en) | Grouting reinforcement method for tunnel passing through water-rich fault | |
| CN110630321A (en) | Goaf on-well filling equipment and method thereof | |
| WO2022117124A1 (en) | Construction method for outward expansion pipe in drill hole in goaf | |
| CN111042820B (en) | Construction method for sand layer with oversized pilot hole by vertical shaft raise-shaft method | |
| CN112942441A (en) | Pre-grouting water-stop construction method for water-rich silt stratum | |
| CN105201447A (en) | Quick-setting slurry grouting consolidation system and application method thereof | |
| CN114737979B (en) | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region | |
| CN110820721A (en) | Process for reinforcing blasting area by sleeve valve pipe grouting | |
| CN114233374A (en) | Ground grouting construction method for reinforcing collapsed cavity area of inclined shaft after mud burst and water burst | |
| CN110939449A (en) | Method for treating bed rock raised stratum in shield construction | |
| CN113202123A (en) | Construction method for treating high-span section strong karst filling and curtain seepage-proofing method | |
| CN113756760B (en) | Reverse gravel filling device and reverse gravel filling method | |
| CN114991818B (en) | Advanced grouting construction method for tunnel penetrating fault | |
| CN117248915B (en) | Method for constructing drift sand stratum roadway | |
| CN102900367A (en) | Methods for drilling in cylinder of semi-finished vertical shaft and discharging water from cylinder of gangue-removal vertical shaft | |
| CN217028947U (en) | Construction structure of shield tunnel lower-passing water pipeline | |
| CN214464225U (en) | Tunnel staggered-crossing rock stratum broken zone grouting structure | |
| CN115094928A (en) | Comprehensive emergency rescue method for subway foundation pit leakage water dangerous situations |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200114 |
|
| RJ01 | Rejection of invention patent application after publication |