CN103161405A - Sleeve tube isolating layer shuttered zone method of down hole detecting and placing high pressure karst water drilling construction for mine - Google Patents

Sleeve tube isolating layer shuttered zone method of down hole detecting and placing high pressure karst water drilling construction for mine Download PDF

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Publication number
CN103161405A
CN103161405A CN201310078619XA CN201310078619A CN103161405A CN 103161405 A CN103161405 A CN 103161405A CN 201310078619X A CN201310078619X A CN 201310078619XA CN 201310078619 A CN201310078619 A CN 201310078619A CN 103161405 A CN103161405 A CN 103161405A
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China
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hole
construction
sleeve pipe
carry
sleeve tube
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CN201310078619XA
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CN103161405B (en
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乔伟
赵连涛
李文平
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China University of Mining and Technology CUMT
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China University of Mining and Technology CUMT
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Abstract

The invention discloses a sleeve tube isolating layer shuttered zone method of down hole detecting and placing high pressure karst water drilling construction for mine. The sleeve tube isolating layer shuttered zone method of down hole detecting and placing high pressure karst water drilling construction for the mine comprises the following steps: a first layer sleeve tube (6) is descended, a second section hole diameter is constructed, when a layer shuttered zone is encountered in the process of drilling, a slip casting method is not adopted, a key sleeve tube (5) is descended between the first layer sleeve tube (6) and the second layer sleeve tube (3), cement paste isolation and seal are conducted after the key sleeve tube (5) is descended, a pressure-tight test is conducted by casing a hole, if the result is qualified, drilling construction of a third section hole diameter is conducted, and a second layer sleeve tube (3) is descended in. Due to the fact that methods of dripping an extra sleeve tube and increasing an open hole orifice diameter are adopted, problem of encountering the layer shuttered zone in the process of detecting high pressure karst water in down hole roadway construction is solved, construction period is not delayed, cost is low, and long term and stable drilling can be ensured.

Description

Mine underground is visited the casing off stratum crushing band method of putting high pressure karst water drilling construction
Technical field
What the present invention relates to is that a kind of mine underground is visited the casing off stratum crushing band method of putting high pressure karst water drilling construction.
Background technology
Deep mining faces the tax dis environment of high-ground stress, High-geotemperature and hyperosmosis, and deep seat earth piezometric head even surpasses 10MPa, is the ultra high water pressure value.The element task of control deep water under high pressure is to visit clear its hydrogeological conditions, and Main Means is bore detecting.Hole penetrating ground complexity is reconnoitred on construction ground, cost is high, and down-hole detection boring is artesian well, the reflection of boring announcement hydrogeological information is directly perceived and the boring stroke is short, all utilize underworkings construction high pressure karst water to survey boring so great majority change the mine of deep mining over to, underground water is dynamically observed.
When utilizing underworkings to carry out drilling construction, boring stroke short (30-200m), frequent penetrating ground zone of fracture in drilling construction, because boring finally wants fixed sleeving as hydrogeological long-term observation hole, so the local fragmentation of the borehole wall is unfavorable for the long-term use of the fixing and boring of sleeve pipe; And utilizing during prior art carries out the drilling construction process, the local fragmentation on stratum often causes the accidents such as collapse hole, bury drills.
The lower 2 layers of sleeve pipe of normal condition (without stratum crushing) can be completed construction and (first be lowered to orifice tube, it is the first floor sleeve pipe, then be lowered to again second layer sleeve pipe to top, purpose aquifer), if but when running into the serious collapse hole of stratum crushing, the method of taking at present is slip casting, after slip casting shutoff broken formation, can complete construction with 2 layers of sleeve pipe, but grouting method in most of the cases often by virtue of experience carries out, and effect is not necessarily obvious.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of mine underground to visit the casing off stratum crushing band method of putting high pressure karst water drilling construction for the deficiencies in the prior art.
Technical scheme of the present invention is as follows:
A kind of mine underground is visited the casing off stratum crushing band method of putting high pressure karst water drilling construction, first be lowered to first floor sleeve pipe (6), construction second segment aperture, when running into the stratum crushing band in creeping into, do not take grouting method, employing is lowered to crucial sleeve pipe (5) between first floor sleeve pipe (6) and second layer sleeve pipe (3), carry out cement paste isolation sealing after being lowered to, throw the hole and carry out withstand voltage test, carry out the drilling construction in the 3rd sector hole footpath after qualified, be lowered to second layer sleeve pipe (3).
described method, concrete construction method is: the first paragraph aperture φ 219mm that at first constructs, the length 10m of first floor sleeve pipe (6), cover caliber φ 195mm, grout injection isolation, then second segment aperture φ 168mm constructs, in work progress, when constantly down creeping into, if the stratum crushing band occurs, stop drilling construction, then be lowered to the crucial sleeve pipe (5) of φ 146mm, carry out cement paste isolation sealing after being lowered to, throw the hole and carry out withstand voltage test, the qualified rear continuation of withstand voltage test uses the drill bit of φ 130mm to carry out the drilling construction in the 3rd sector hole footpath, construction is pushed up hard section of the following 2m in interface (1) and is stopped drilling construction to visiting the geopressured aquifer put, at this moment be lowered to the second layer sleeve pipe (3) of φ 108mm, carry out cement paste isolation sealing, throw the hole and carry out withstand voltage test, continue to creep into after withstand voltage test is qualified, use the drill bit of φ 91mm size to carry out the drilling construction in the 4th sector hole footpath when creeping into, the thickness that discloses the aquifer to needs is crept in naked hole (2), complete construction.
The present invention adopts many next road sleeve pipes, increases the method for perforate orifice diameter, overcomes a difficult problem of meeting the stratum crushing band when utilizing the underworkings construction to survey high pressure karst water water.Do not delay the duration, cost is low, and can guarantee that boring is steady in a long-term.
Description of drawings
Fig. 1 is that high pressure karst water boring increase by one road casing off zone of fracture hole structure schematic diagram is surveyed in down-hole of the present invention;
1 will visit the interface, geopressured aquifer top of putting, 2 naked holes, and 3 second layer sleeve pipes, 4 stratum crushing bands, 5 crucial sleeve pipes, 6 first floor sleeve pipes, 7 cement mortar are managed admittedly; 8, visit the geopressured aquifer of putting;
The specific embodiment
Below in conjunction with specific embodiment, the present invention is described in detail.
The present invention adopts many next road sleeve pipes (crucial sleeve pipe), increases the method for perforate orifice diameter, overcomes a difficult problem of meeting the stratum crushing band when utilizing the underworkings construction to survey high pressure karst water water.
Job practices and process:
One, determine hole structure
Concrete technical scheme is as follows:
(1) determine aperture, aquifer, whole hole (naked hole 2), be generally A (being φ 91mm in Fig. 1);
(2) determine that aquifer, whole hole upper sleeve is that the diameter of second layer sleeve pipe 3 is B (greater than A, being φ 108mm in Fig. 1), bit diameter can be selected φ 130mm;
(3) determine institute in addition No. one sleeve pipe of increase be that the diameter of crucial sleeve pipe 5 is C (greater than B, being φ 146mm in Fig. 1), bit diameter can be selected φ 168mm;
(4) determine that orifice sleeve is that the diameter of first floor sleeve pipe 6 is D (greater than C, being φ 195mm in Fig. 1), the bore diameter of perforate can be selected φ 219mm;
Two, job practices and process
At first the first paragraph aperture φ 219mm that constructs, first floor sleeve pipe 6 length are 10m, first floor sleeve pipe 6 diameter phi 195mm, grout injection isolation;
Then second segment aperture φ 168mm constructs, second layer sleeve pipe 3 caliber φ 146mm, if there is not stratum crushing band (under normal circumstances), second layer sleeve pipe 3 length can reach and will visit the geopressured aquifer top following 2m in interface 1 of putting and (Figure 1 shows that the abnormal conditions explanation, abnormal condition), utilize second layer sleeve pipe 3 to seal the high-pressure slip-casting isolation, complete the construction of visiting the boring that discharges water; If collapse hole occurs in work progress, fall piece, during the abnormal conditions (stratum crushing band) such as the water yield, hydraulic pressure (shown in Figure 1), the crucial sleeve pipe 5 (being 40m in figure) that can be lowered to according to actual conditions φ 146mm between first floor sleeve pipe 6 and second layer sleeve pipe 3 is isolated.
Drilling construction detailed process when having the stratum crushing band is as follows:
at first the first paragraph aperture φ 219mm that constructs, first floor sleeve pipe 10m, cover caliber φ 195mm, grout injection isolation, then second segment aperture φ 168mm constructs, in work progress, when constantly down creeping into, if collapse hole occurs, fall piece, the water yield, the abnormal conditions such as hydraulic pressure, stop drilling construction, then be lowered to the crucial sleeve pipe 5 of φ 146mm size, carry out cement paste isolation sealing after being lowered to, throw the hole and carry out withstand voltage test, the qualified rear continuation of withstand voltage test uses the drill bit of φ 130mm to carry out the drilling construction in the 3rd sector hole footpath, construction is pushed up hard section of the following 2m in interface 1 and is stopped drilling construction to visiting the geopressured aquifer put, at this moment be lowered to the second layer sleeve pipe of φ 108mm size, carry out cement paste isolation sealing, throw the hole and carry out withstand voltage test, continue to creep into after withstand voltage test is qualified, use the drill bit of φ 91mm size to carry out the drilling construction in the 4th sector hole footpath when creeping into, the thickness that discloses the aquifer to needs is crept in naked hole 2, complete construction.
Should be understood that, for those of ordinary skills, can be improved according to the above description or conversion, and all these improve and conversion all should belong to the protection domain of claims of the present invention.

Claims (2)

1. a mine underground is visited the casing off stratum crushing band method of putting high pressure karst water drilling construction, it is characterized in that, first be lowered to first floor sleeve pipe (6), construction second segment aperture, when running into the stratum crushing band in creeping into, do not take grouting method, employing is lowered to crucial sleeve pipe (5) between first floor sleeve pipe (6) and second layer sleeve pipe (3), carry out cement paste isolation sealing after being lowered to, throw the hole and carry out withstand voltage test, carry out the drilling construction in the 3rd sector hole footpath after qualified, be lowered to second layer sleeve pipe (3).
2. method according to claim 1, is characterized in that, concrete construction method is: the first paragraph aperture φ 219mm that at first constructs, the length 10m of first floor sleeve pipe (6), cover caliber φ 195mm, grout injection isolation, then second segment aperture φ 168mm constructs, in work progress, when constantly down creeping into, if the stratum crushing band occurs, stop drilling construction, then be lowered to the crucial sleeve pipe (5) of φ 146mm, carry out cement paste isolation sealing after being lowered to, throw the hole and carry out withstand voltage test, the qualified rear continuation of withstand voltage test uses the drill bit of φ 130mm to carry out the drilling construction in the 3rd sector hole footpath, construction is pushed up hard section of the following 2m in interface (1) and is stopped drilling construction to visiting the geopressured aquifer put, at this moment be lowered to the second layer sleeve pipe (3) of φ 108mm, carry out cement paste isolation sealing, throw the hole and carry out withstand voltage test, continue to creep into after withstand voltage test is qualified, use the drill bit of φ 91mm size to carry out the drilling construction in the 4th sector hole footpath when creeping into, the thickness that discloses the aquifer to needs is crept in naked hole (2), complete construction.
CN201310078619.XA 2013-03-03 2013-03-03 Mine underground visits the casing off stratum crushing band method of putting high pressure karst water drilling construction Active CN103161405B (en)

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Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109578074A (en) * 2018-10-17 2019-04-05 同济大学 A method of for Karst Tunnel grouting and reinforcing and water blockoff integrated testing
CN110630187A (en) * 2019-09-12 2019-12-31 中国矿业大学 Method for preventing fracture of underground hydrographic drilling orifice pipe
CN110905498A (en) * 2019-12-26 2020-03-24 吴敬威 Oil field oil extraction sampling bucket
CN111608584A (en) * 2020-05-15 2020-09-01 中国科学院武汉岩土力学研究所 Construction method of underground filtering chamber suitable for weak consolidation sandstone heat storage
CN112855029A (en) * 2021-04-26 2021-05-28 中铁九局集团第七工程有限公司 Goaf drilling external pipe expansion construction method

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CN1034973A (en) * 1988-01-21 1989-08-23 鞑靼国立石油工业科学研究设计院 Build boring method
CN1419034A (en) * 2002-11-29 2003-05-21 赵大军 Down-the-hole hammer percussion static-pressure cased-drilling method for unconsolided and broken formation
US20070107941A1 (en) * 2005-10-27 2007-05-17 Fillipov Andrei G Extended reach drilling apparatus & method
CN102268963A (en) * 2011-06-21 2011-12-07 邯郸市伟业地热开发有限公司 Basement rock fractured formation mixed drilling well completion process
CN202500606U (en) * 2012-01-20 2012-10-24 山东大学 Device for filling aggregate into formation cavity through ground surface borehole

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Publication number Priority date Publication date Assignee Title
CN85108013A (en) * 1984-10-04 1986-05-10 石油钻探公司 Sleeve pipe or surface pipe squeeze into utensil and method
CN1034973A (en) * 1988-01-21 1989-08-23 鞑靼国立石油工业科学研究设计院 Build boring method
CN1419034A (en) * 2002-11-29 2003-05-21 赵大军 Down-the-hole hammer percussion static-pressure cased-drilling method for unconsolided and broken formation
US20070107941A1 (en) * 2005-10-27 2007-05-17 Fillipov Andrei G Extended reach drilling apparatus & method
CN102268963A (en) * 2011-06-21 2011-12-07 邯郸市伟业地热开发有限公司 Basement rock fractured formation mixed drilling well completion process
CN202500606U (en) * 2012-01-20 2012-10-24 山东大学 Device for filling aggregate into formation cavity through ground surface borehole

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Title
顾立刚: "绳索取芯钻井中钻井液与套管护壁技术在破碎地层中的研究应用", 《铁道勘察》 *

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109578074A (en) * 2018-10-17 2019-04-05 同济大学 A method of for Karst Tunnel grouting and reinforcing and water blockoff integrated testing
CN110630187A (en) * 2019-09-12 2019-12-31 中国矿业大学 Method for preventing fracture of underground hydrographic drilling orifice pipe
CN110905498A (en) * 2019-12-26 2020-03-24 吴敬威 Oil field oil extraction sampling bucket
CN110905498B (en) * 2019-12-26 2020-07-14 吴敬威 Oil field oil extraction sampling bucket
CN111608584A (en) * 2020-05-15 2020-09-01 中国科学院武汉岩土力学研究所 Construction method of underground filtering chamber suitable for weak consolidation sandstone heat storage
CN112855029A (en) * 2021-04-26 2021-05-28 中铁九局集团第七工程有限公司 Goaf drilling external pipe expansion construction method

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