CN104018475B - A kind of embedded penstock backfill grouting structure and grouting process thereof - Google Patents
A kind of embedded penstock backfill grouting structure and grouting process thereof Download PDFInfo
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- CN104018475B CN104018475B CN201410211084.3A CN201410211084A CN104018475B CN 104018475 B CN104018475 B CN 104018475B CN 201410211084 A CN201410211084 A CN 201410211084A CN 104018475 B CN104018475 B CN 104018475B
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- 238000000034 method Methods 0.000 title claims abstract description 18
- 239000011440 grout Substances 0.000 claims abstract description 67
- 239000008267 milk Substances 0.000 claims abstract description 13
- 210000004080 milk Anatomy 0.000 claims abstract description 13
- 235000013336 milk Nutrition 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 11
- 238000007789 sealing Methods 0.000 claims abstract description 5
- 238000010276 construction Methods 0.000 claims description 18
- 238000007689 inspection Methods 0.000 claims description 11
- 239000004698 Polyethylene Substances 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 9
- -1 polyethylene Polymers 0.000 claims description 9
- 229920000573 polyethylene Polymers 0.000 claims description 9
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000009825 accumulation Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000012856 packing Methods 0.000 claims description 3
- 230000010412 perfusion Effects 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 239000011230 binding agent Substances 0.000 claims description 2
- 241001074085 Scophthalmus aquosus Species 0.000 claims 1
- 239000011435 rock Substances 0.000 abstract description 19
- 229910000831 Steel Inorganic materials 0.000 abstract description 15
- 239000010959 steel Substances 0.000 abstract description 15
- 230000005540 biological transmission Effects 0.000 abstract description 3
- 238000012372 quality testing Methods 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 201000004569 Blindness Diseases 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 230000003111 delayed effect Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 230000037452 priming Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 230000008121 plant development Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 229910000679 solder Inorganic materials 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of embedded penstock backfill grouting structure and grouting process thereof, described grouting structure comprises penstock and is arranged at the drainage tunnel of penstock outside, some longitudinal grout pipes and horizontal grout pipe is embedded with by fill concrete outside described penstock, fill concrete external surface is provided with pneumatically placed concrete, described drainage tunnel is provided with petrosal foramen, in petrosal foramen, be embedded with grout pipe, described grout pipe is communicated with horizontal grout pipe with longitudinal grout pipe respectively; Described grouting process comprises boring, pipe laying, grouting, grouting end and sealing of hole, quality testing steps.The present invention arranges in conjunction with drainage tunnel, be interconnected by pre-embedment grouting pipe in petrosal foramen and the outside pre-embedment grouting pipe of penstock, and adopt and push away and catch up with grouting technique to be in the milk, make penstock and country rock coaction, ensure the abundant transmission of internal water pressure, both ensure that steel pipe, concrete and country rock entirety were stressed, solved again the problem of coming to nothing between fill concrete and country rock.
Description
Technical field
The present invention relates to a kind of embedded penstock backfill grouting structure and grouting process thereof, belong to water conservancy and hydropower technical field.
Background technology
Hydropower station pressure pipeline refers to from reservoir, forebay or surge-chamber to the power plant building hydraulic turbine carries the pipeline of the water yield, wherein embedded penstock refer to imbed in rock mass and between steel pipe and country rock the concrete steel pipe of filling.According to construction of hydropower plant development, most of engineering because of Penstock Structures arrange, uneven, the concrete shrinkage of excavation face or the factor such as construction technology is improper, cause the gradient to be delayed to exist comparatively large " coming to nothing " between the penstock fill concrete lining ring crown of 45 ° and country rock, when affecting the safety of steel pipe operation, tackle position of coming to nothing and carry out backfill grouting.At present, backfill grouting processing mode mainly contains at steel pipe crown preformed hole or along crag pre-embedment grouting pipe two kinds, preformed hole mode the number of openings is many, blindness is large, aperture is greater than 50mm usually, weld reinforcement technological requirement is high and solder skip exists the potential safety hazard of endochronic model, built-in pipe mode is easily blocked in construction period and affects later stage grouting effect, and long construction period, complex process, blindness are large, construction investment comparatively, security reliability is poor.Therefore how providing a kind of short construction period, safe and reliable embedded penstock backfill grouting structure, is current hydropower station pressure pipeline technical field of construction problem demanding prompt solution.
Summary of the invention
For solving the problem, the invention provides a kind of embedded penstock backfill grouting structure and grouting process thereof, thus reach the object effectively improving backfill grouting construction effect.
The present invention is achieved by following technical solution.
A kind of embedded penstock backfill grouting structure and grouting process thereof, comprise penstock and the drainage tunnel being arranged at penstock outside, some longitudinal grout pipes and horizontal grout pipe is embedded with by fill concrete outside described penstock, fill concrete external surface is provided with pneumatically placed concrete, described drainage tunnel is provided with petrosal foramen, in petrosal foramen, be embedded with grout pipe, described grout pipe is communicated with horizontal grout pipe with longitudinal grout pipe respectively.
The diameter of described petrosal foramen is 75mm.
Described longitudinal grout pipe top is provided with some longitudinal directions and is in the milk mouth.
Described horizontal grout pipe top is provided with some transverse directions and is in the milk mouth.
The diameter of described longitudinally grouting mouth is 30mm, pitch-row 1000mm.
The diameter of described longitudinally grouting mouth is 30mm, pitch-row 300mm.
Described grout pipe adopts φ 50mm polyethylene hard tube, and by being with the cement nail of pad to be fixed on pneumatically placed concrete.
Described grout pipe arranged outside has stop grouting plug.
Present invention also offers a kind of embedded penstock backfill grouting technique, mainly comprise following processing step:
(1) hole: before concrete backfill, from the drainage tunnel at penstock top, bore φ 75mm petrosal foramen, and in petrosal foramen pre-buried φ 50mm polyethylene hard tube grout pipe;
(2) pipe laying: at the outside pre-buried longitudinal grout pipe of crown 120 ° of penstock and horizontal grout pipe before concrete backfill, grout pipe adopts φ 50mm polyethylene hard tube, and adopts the cement nail of band pad to be fixed on pneumatically placed concrete by grout pipe;
(3) be in the milk: after the lining concrete of respective regions reaches 70% design strength, carry out backfill grouting, crown backfill grouting adopts sectional to carry out, and each standard paragraphs is grouting pipe range 12m longitudinally, and non-standard segment length determines by a construction section; Sectional end mortar or concrete shutoff closely knit, to form isolated area, grouting construction, from lower one end, advances to higher one end by ring;
(4) grouting terminates and sealing of hole: when inlet pipe grout absorption is equal with slurry-outlet quantity, and continuity perfusion 10min, can terminate; Grout hole grouting and after inspection eye inspection terminates, answers evacuation aperture internal water accumulation and dirt, and adopt dry cement mortar packing of holing closely knit, aperture is pressed to smear and flushed;
(5) quality examination: the boring of inspection eye is carried out from the drainage tunnel at penstock top.
In above-mentioned steps (3), grouting employing water/binder ratio is the cement paste of 0.6 or 0.5:1, grouting pressure 0.2 ~ 0.3Mpa.
The invention has the beneficial effects as follows:
Compared with prior art, the present invention arranges in conjunction with drainage tunnel, be interconnected by pre-embedment grouting pipe in petrosal foramen and the outside pre-embedment grouting pipe of penstock, and adopt to push away and catch up with grouting technique to carry out being in the milk and to advance by ring to higher one end from lower one end, make penstock and country rock coaction; Backfill grouting forms calculus by grout injection (or cement mortar), in order to coming to nothing between filling fill concrete lining ring crown and country rock, ensure the abundant transmission of internal water pressure, not only maintain the integrality of steel pipe, ensure that steel pipe, concrete and country rock entirety are stressed, and the problem of coming to nothing solved between fill concrete and country rock, increase the safety that steel pipe runs; The present invention is simple for structure, and effectively improve backfill grouting construction effect, reduction of erection time and cost saving greatly, has good economic benefit and social benefit.
Accompanying drawing explanation
Fig. 1 is embedded penstock grouting vertical section structure schematic diagram of the present invention;
Fig. 2 is the A place structure enlarged diagram of Fig. 1;
Fig. 3 is the B-B sectional drawing of Fig. 1;
Fig. 4 is the C place structure enlarged diagram of Fig. 3.
In figure: 1-penstock, 2-drainage tunnel, 3-petrosal foramen, the longitudinal grout pipe of 4-, the horizontal grout pipe of 5-, 6-fill concrete, 7-pneumatically placed concrete, 8-stop grouting plug, 9-grout compartment line of demarcation, 31-grout pipe, the longitudinal mouth that is in the milk of 41-, the horizontal mouth that is in the milk of 51-.
Detailed description of the invention
Technical scheme of the present invention is further described below in conjunction with accompanying drawing, but described in claimed scope is not limited to.
As shown in Figures 1 to 4, one of the present invention embedded penstock backfill grouting structure, comprise penstock 1 and the drainage tunnel 2 being arranged at penstock 1 outside, some longitudinal grout pipes 4 and horizontal grout pipe 5 is embedded with by fill concrete 6 outside described penstock 1, fill concrete 6 external surface is provided with pneumatically placed concrete 7, described drainage tunnel 2 is provided with petrosal foramen 3, in petrosal foramen 3, be embedded with grout pipe 31, described grout pipe 31 is communicated with horizontal grout pipe 5 with longitudinal grout pipe 4 respectively.
The diameter of described petrosal foramen 3 is 75mm.
Described longitudinal grout pipe 4 top is provided with some longitudinally grouting mouths 41.
Described horizontal grout pipe 5 top is provided with some laterally grouting mouths 51.
The diameter of described longitudinally grouting mouth 41 is 30mm, pitch-row 1000mm.
The diameter of described longitudinally grouting mouth 51 is 30mm, pitch-row 300mm.
Described grout pipe 31 adopts φ 50mm polyethylene hard tube, and by being with the cement nail of pad to be fixed on pneumatically placed concrete 7 or on country rock wall.
Described grout pipe 31 arranged outside has stop grouting plug 8.The risk that grouting slurries are excessive can be overcome like this.
Adopting technique scheme when constructing, forming through loop by φ 75mm petrosal foramen 3 and pre-embedment grouting pipe; Grouting construction can adopt to push away catches up with grouting, and namely construction is from lower one end, advances to higher one end by ring.Backfill grouting forms calculus by grout injection (or cement mortar), in order to coming to nothing between filling fill concrete 6 lining ring crown and country rock, meet steel pipe and country rock coaction, ensure the abundant transmission of internal water pressure, this point is for considering that the embedded penstock of surrounding rock to share internal water pressure is very important.Adopt this technical scheme not only to maintain the integrality of steel pipe, ensure that the overall stressed feature of steel pipe, concrete and country rock, and solve the problem of coming to nothing between fill concrete 6 and country rock, increase the safety that steel pipe runs.
Embodiments of the invention: when penstock 1 because structural configuration, excavation face are uneven, concrete shrinkage or the factor such as construction technology is improper, cause the gradient to be delayed occurring between the penstock fill concrete lining ring crown of 45 ° and country rock " harmful come to nothing " phenomenon, when affecting the safety of steel pipe operation, should carry out backfill grouting by structure of the present invention to position of coming to nothing, its concrete backfill grouting implementation step is as follows:
(1) hole: before concrete backfill, from the drainage tunnel 2 at penstock 1 top, bore φ 75mm petrosal foramen 3 according to shown in Fig. 1 to Fig. 4, and guarantee not get into penstock 1; And in petrosal foramen 3 pre-buried φ 50mm polyethylene hard tube grout pipe 31;
(2) pipe laying: at the pre-buried longitudinal grout pipe 4 of the outside crown of penstock 1 120 ° and horizontal grout pipe 5 before concrete backfill, grout pipe adopts φ 50mm polyethylene hard tube, and adopts the cement nail of band pad to be fixed on by grout pipe on pneumatically placed concrete 7 or on country rock wall.The longitudinal direction grouting mouth 41, pitch-row 1000mm of φ 30mm is set at longitudinal grout pipe 4 top; The transverse direction grouting mouth of φ 30mm is set at horizontal grout pipe 5 top, pitch-row 300mm.Built-in pipe connect after should carry out stressed inspection and fill, return-air inspection, guarantee grouting pipeline through; Tackle backfill grouting pipe to be protected when fill concrete, in order to avoid blocking aperture.
(3) be in the milk: backfill grouting after the lining concrete of respective regions reaches 70% design strength, can must be carried out.Crown backfill grouting should be carried out according to grout compartment line of demarcation 9 subregion as shown in Figure 1, and each standard paragraphs is grouting pipe range 12m longitudinally, and non-standard segment length determines by a construction section; As shown in Figure 2, end mortar or the concrete shutoff of grout compartment line of demarcation 9 place section are closely knit, to form isolated area; Grouting process adopts " push away and catch up with grouting ", and namely construction is from lower one end, and advance to higher one end by ring, a in Fig. 1, Fig. 2 represents that, into slurry direction, b represents pulp direction; Priming petock gray scale is 0.6 (or 0.5): the cement paste of 1, the cement mortar that priming petock gray scale is lower is answered at the position that there is larger space between lining ring crown and country rock, grouting pressure 0.2 ~ 0.3Mpa, can adjust according to grouting actual conditions, pressure should ascendingly increase step by step; In filling process, the distortion of steel pipe should be splashed, prevent steel pipe tube wall unstability;
(4) injecting process finished criteria and method for sealing: under the pressure of design code, when inlet pipe grout absorption is equal with slurry-outlet quantity, continuity perfusion 10min, can terminate; Grout hole grouting and after inspection eye inspection terminates, answers evacuation aperture internal water accumulation and dirt, and adopt " complete opening grouting method of pore sealing " closely knit with dry cement mortar packing of holing, aperture is pressed to smear and flushed;
(5) quality examination: the boring of inspection eye is carried out from the drainage tunnel at penstock top, and prevents from getting into penstock.
Claims (10)
1. an embedded penstock backfill grouting structure, comprise penstock (1) and be arranged at the outside drainage tunnel (2) of penstock (1), it is characterized in that: described penstock (1) outside is embedded with some longitudinal grout pipes (4) and horizontal grout pipe (5) by fill concrete (6), fill concrete (6) external surface is provided with pneumatically placed concrete (7), described drainage tunnel (2) is provided with petrosal foramen (3), grout pipe (31) is embedded with in petrosal foramen (3), described grout pipe (31) is communicated with horizontal grout pipe (5) with longitudinal grout pipe (4) respectively.
2. one according to claim 1 embedded penstock backfill grouting structure, is characterized in that: the diameter of described petrosal foramen (3) is 75mm.
3. one according to claim 1 embedded penstock backfill grouting structure, is characterized in that: described longitudinal grout pipe (4) top is provided with some longitudinal directions and is in the milk mouth (41).
4. one according to claim 1 embedded penstock backfill grouting structure, is characterized in that: described horizontal grout pipe (5) top is provided with some transverse directions and is in the milk mouth (51).
5. one according to claim 3 embedded penstock backfill grouting structure, is characterized in that: the be in the milk diameter of mouth (41) of described longitudinal direction is 30mm, pitch-row 1000mm.
6. one according to claim 4 embedded penstock backfill grouting structure, is characterized in that: the be in the milk diameter of mouth (51) of described longitudinal direction is 30mm, pitch-row 300mm.
7. one according to claim 1 embedded penstock backfill grouting structure, is characterized in that: described grout pipe (31) adopts φ 50mm polyethylene hard tube, and by being with the cement nail of pad to be fixed on pneumatically placed concrete (7).
8. one according to claim 1 embedded penstock backfill grouting structure, is characterized in that: described grout pipe (31) arranged outside has stop grouting plug (8).
9. an embedded penstock backfill grouting technique, is characterized in that: mainly comprise following processing step:
(1) hole: before concrete backfill from the drainage tunnel (2) at penstock (1) top brill φ 75mm petrosal foramen (3), and in petrosal foramen (3) pre-buried φ 50mm polyethylene hard tube grout pipe (31);
(2) pipe laying: at the pre-buried longitudinal grout pipe (4) of penstock (1) outside crown 120 ° and horizontal grout pipe (5) before concrete backfill, grout pipe adopts φ 50mm polyethylene hard tube, and adopts the cement nail of band pad to be fixed on by grout pipe on pneumatically placed concrete (7);
(3) be in the milk: after the lining concrete of respective regions reaches 70% design strength, carry out backfill grouting, crown backfill grouting adopts sectional to carry out, and each standard paragraphs is grouting pipe range 12m longitudinally, and non-standard segment length determines by a construction section; Sectional end mortar or concrete shutoff closely knit, to form isolated area, grouting construction, from lower one end, advances to higher one end by ring;
(4) grouting terminates and sealing of hole: when inlet pipe grout absorption is equal with slurry-outlet quantity, and continuity perfusion 10min, can terminate; Grout hole grouting and after inspection eye inspection terminates, answers evacuation aperture internal water accumulation and dirt, and adopt dry cement mortar packing of holing closely knit, aperture is pressed to smear and flushed;
(5) quality examination: the boring of inspection eye is carried out from the drainage tunnel at penstock top.
10. one according to claim 9 embedded penstock backfill grouting technique, is characterized in that: in described step (3), grouting employing water/binder ratio is the cement paste of 0.6 or 0.5:1, grouting pressure 0.2 ~ 0.3Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410211084.3A CN104018475B (en) | 2014-05-19 | 2014-05-19 | A kind of embedded penstock backfill grouting structure and grouting process thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410211084.3A CN104018475B (en) | 2014-05-19 | 2014-05-19 | A kind of embedded penstock backfill grouting structure and grouting process thereof |
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| Publication Number | Publication Date |
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| CN104018475A CN104018475A (en) | 2014-09-03 |
| CN104018475B true CN104018475B (en) | 2015-12-16 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104832707B (en) * | 2015-04-14 | 2017-03-29 | 刘亚峰 | Penstock pre-buried structure |
| CN107255705B (en) * | 2017-07-24 | 2023-07-21 | 河海大学 | Microbial grouting test device and method for uniformly curing silt |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH10122432A (en) * | 1996-08-28 | 1998-05-15 | Osaka Gas Co Ltd | Replacing method and drawing method for underground embedded pipe |
| CN101418557A (en) * | 2008-10-15 | 2009-04-29 | 中国水利水电第五工程局有限公司 | Horizontal backfill grouting construction process of pressure conduit for hydraulic power plant |
| CN203188218U (en) * | 2013-04-03 | 2013-09-11 | 福建岩土工程勘察研究院 | Grouting device |
| CN203890980U (en) * | 2014-05-19 | 2014-10-22 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Backfilling and grouting structure for buried pressure pipe |
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Address after: 550000 No. 16 Xingqian Road, Guanshan Lake District, Guiyang City, Guizhou Province Patentee after: CHINA POWER CONSRTUCTION GROUP GUIYANG SURVEY AND DESIGN INSTITUTE Co.,Ltd. Country or region after: China Address before: 550081 Zhongshui Guiyang Courtyard, No. 16 Xingqian Road, Guanshan Lake District, Guiyang City, Guizhou Province Patentee before: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Country or region before: China |