CN103898873B - To Construction of Silo seam infiltration leak-blocking construction method under high water head - Google Patents
To Construction of Silo seam infiltration leak-blocking construction method under high water head Download PDFInfo
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Abstract
To Construction of Silo seam infiltration leak-blocking construction method under a kind of high water head of the present invention, I, II, III sequence grout hole is arranged in the certain limit of gap, by high pressure grouting pump, soluble polyurethane chemical material is injected distress in concrete, the moisture meeting dispersion rapidly in distress in concrete, emulsification, expansion, consolidation is run into when slurries, current are fully blocked in outside concrete structure by the elastomer-filled concrete all slits of such consolidation.Simultaneously in the side, the face that leaks in per pass crack, use chemical grouting material to fill with the space between steel plate and metope, thus ensure steel plate and body of wall seamless combination.At infiltration side blocking construction, not by the impact of outer water level, do not affect the normal operation of water conservancy code simultaneously yet, improve project benefit.It has the advantages such as construction safety, speed is fast, reliable in quality, cost are low.
Description
Technical field
The present invention relates to To Construction of Silo field, power station, particularly To Construction of Silo seam infiltration leak-blocking construction method under a kind of high water head.
Background technology
In hydraulic engineering construction, air vent or gate shaft are the shaft structures often run into.Due to the characteristic of engineering itself, shaft structure is generally highly all at about tens meters, even higher.During construction, all to be built to top section by bottom at anhydrous condition to form, every section of contact surface is referred to as constuction joint, if constuction joint is before building concrete last time, fail strictly to carry out technical finesse by code requirement, this bonding surface will be the weak floor of structure, generation be destroyed under external force, under hydraulic pressure effect, this constuction joint can have water leakage.In China's hydraulic engineering construction, it is one of hidden danger affecting hydraulic engineering safe operation that vertical shaft high water head seeps water by force always, is the safety of water conservancy construction and a technical difficult problem, and how effectively under blocking high-pressure power, strong infiltration does not but have practicable construction method.
Leak stopping under current high water head generally adopts is down to below leakage by outer water level, ensures that leakage carries out the packing materials such as pass cement injection or cement mortar without when hydraulic pressure.Main method is:
The outer water level of leakage is reduced below leakage, to ensure that seepage place is without inside and outside differential water pressures.Arrange plug in leakage side, hole at leakage opposite side by I, II, III sequence hole site, boring adopts air drill or electric drilling machine pore-forming, and hole depth is generally not less than 2/3. of structure thickness and then carries out hole clearly.Bury grout pipe and return pipe underground, adopt high-pressure grouting machine, grout injection or cement mortar.Pouring quality to be checked qualified after carry out sealing of hole.
But there is following shortcoming in the method:
In a variety of situation, outer water level to reduce in passing, cannot ensure be in the milk without under water pressures.Gap is little, and cement mortar can not pay the seam completely, causes leak stopping thorough, can not solve seepy question at all.Cement paste or cement mortar setting time long, solidify rear easy contraction and produce gap, that causes recharges often, and the construction period is long, and construction cost is large.During blocking construction, affect the normal operation of hydraulic engineering.
Therefore, To Construction of Silo seam infiltration leak-blocking construction method under a kind of brand-new high water head is provided, under the prerequisite not affecting normal water yield engineering, blocking construction can be carried out, and the later stage can solve seepy question just seems particularly important at all.
Summary of the invention
For solving the problem, under the invention provides a kind of high water head, To Construction of Silo stitches infiltration leak-blocking construction method, this method overcomes the deficiencies in the prior art, solve at the technical barrier having leak stopping under hydraulic pressure effect, not only less investment, cost is low, safe and reliable, construction speed is fast, and does not affect hydraulic engineering and normally run.
For achieving the above object, technical scheme of the present invention is:
To Construction of Silo seam infiltration leak-blocking construction method under a kind of high water head, concrete steps are as follows:
Step one: pouring material is selected: select soluble polyurethane chemical slip casting material as fissure filling material;
Step 2: open fire process: block pervious seam sealing to create safe construction environment and to prevent chemical material from leaking outside with fibrous material before grouting treatment;
Step 3: boring: 5-10cm arranges bore position above gap, boring adopts electric drilling machine, and alloy bit creeps into, and boring aperture is 14mm; Guarantee that the Water slop injector of diameter 10mm can be put into extrude and expand;
Step 4: crack is rinsed: pass into enough current with conduit, rinse from the method for rinsing to hole at the bottom of hole; Terminate until the rear 10min of backwater clarification or total washing time are no less than 20min; The water pressure that crack is rinsed adopts 80% grouting pressure;
Step 5: with slurry: guarantee that grouting agent and solidfied material reach following technical indicator: slurries: serum density >1.11g/cm
3, initial viscosity <30/mpa.s, operable time >30min; Solidfied material: tensile strength>=20MPa, dry bonding>=4.0MPa, wet bonding>=3.0MPa, impermeability pressure>=2.5MPa, impermeability pressure are than>=400%;
Step 6: grouting:
(1) grouting method: grouting employing aperture is closed, pure pressure type grouting; Select grouting pressure to reach 700kgf/cm2, the high-pressure grouting machine in the gap of more than 0.02mm can be entered;
(2) grouting pressure: grouting pressure chooses 1.0MPa; Along with grouting position is different, grouting pressure progressively strengthens; Grouting pressure is as the criterion according to experiment value with orifice pressure gage intermediate value, and beat of pointer scope is less than 20% of grouting pressure; Grouting pressure should reach experiment value as early as possible, the hole section that permeability rate is large, injection rate is larger, takes classification boost, namely on the basis of crack flushing or packer permeability test pressure, 1MPa basis is one-level by every 0.2 ~ 0.4MPa, and the stabilization time of every stage pressure should not be less than 5min; Voltage stabling control should be extended to being not more than ten minutes when beat of pointer distortion is abnormal; Gang up hole when being in the milk simultaneously, both sides differing pressure 0.2MPa should be made by controlled pressure respectively;
(3) injecting process finished criteria: grout compartment is under maximum design pressure, and injection rate is not more than 0.02L/ (min.m) to be continued perfusion 30min or reach gelling time to stop grouting afterwards;
After grouting terminates, in time with absolute ethyl alcohol by clean to grout pump, grouting pipeline and grouting cleaning container, use in order to next time;
Step 7: sealing of hole: after grout compartment grouting terminates, close slurry-inlet valve door immediately to carry out closing slurry, after gauge hand nature back to zero, carry out grouting sealing of hole, grouting sealing of hole adopts " displacement and pressure grouting method of pore sealing ", after whole hole section has been in the milk, adopt 0.5:1 cement underflow, carry out grout replacement and pure pressure type grouting sealing of hole, sealing of hole grouting pressure is for being in the milk maximum controlled pressure in this hole, Grain filling duration is not less than 1h, and sealing of hole terminates.
Further, after step 7 sealing of hole terminates, steel plate reinforcement process is carried out to per pass pervious seam; Steel plate thickness 12mm, paint preservative treatment is done on surface, and steel plate reserves grout hole, peephole, is used as extruding buffer strip guarantees in metope closely knit inside metope contact surface with the thick rubber strip of 1cm; Steel plate is connected with metope and adopts the expansion anchor of 12mm to fix, and spacing is 20cm, and steel plate surface and metope gap use soluble polyurethane chemical slip casting material to fill.
Further, being specifically set to of bore position in described step 4:
One sequence hole: pitch-row controls at 0.5cm, hole depth is wall thickness 1/2;
Two sequence holes: hole site is in the middle of a sequence hole, and hole depth is wall thickness 1/2-2/3; Prevent and Lou fill with phenomenon, thus play reinforcement effect;
Three sequence holes: position, hole hole depth between one or two sequence holes is wall thickness 2/3 place, guarantees to stretch into and consolidates plugging effect.
Further, when there is height multilayer constuction joint, leak stopping order is carried out to lower from eminence.
Relative to prior art, beneficial effect of the present invention is:
1, adopt soluble polyurethane chemical grouting material, after using high pressure grouting leak stopping, a leak stopping is successful.
2, at infiltration side blocking construction, not by the impact of outer water level, do not affect the normal operation of water conservancy code simultaneously yet, improve project benefit.
We are for the situation of mill pool pumped storage power plant inducer vertical shaft infiltration, utilize high-pressure grouting machine that soluble polyurethane chemical material is injected distress in concrete, and at infiltration facial cleft seam place by the blocking construction scheme that steel plate pressure rubber strip is reinforced, successfully complete the blocking construction of many infiltration constuction joints in vertical shaft.Mill pool pumped storage power plant inducer vertical shaft has the infiltration of 5 constuction joints, and milliosmolarity is at about 0.1m3/s, and through the method leak stopping, 20 days construction periods, disposable blocking is leaked, and is constantly changed, do not find that the phenomenon of leaking occurs by the past few years reservoir level.This construction method has construction safety, and construction speed is fast, reliable construction quality, good in economic efficiency construction characteristic.
Accompanying drawing explanation
Fig. 1 is that grout hole of the present invention arranges schematic diagram.
Wherein: 1-leaks sample body, 2-leaks crack, I-I sequence grout hole, II-II sequence grout hole, III-III sequence grout hole.
Detailed description of the invention
Below in conjunction with the drawings and the specific embodiments, the present invention program is described in further details:
To Construction of Silo seam infiltration leak-blocking construction method under a kind of high water head, concrete steps are as follows:
Step one: pouring material is selected: select soluble polyurethane chemical slip casting material as fissure filling material;
Step 2: open fire process: block pervious seam sealing to create safe construction environment and to prevent chemical material from leaking outside with fibrous material before grouting treatment;
Step 3: boring: 5-10cm arranges bore position above gap, boring adopts electric drilling machine, and alloy bit creeps into, and boring aperture is 14mm; Guarantee that the Water slop injector of diameter 10mm can be put into extrude and expand;
Step 4: crack is rinsed: pass into enough current with conduit, rinse from the method for rinsing to hole at the bottom of hole; Terminate until the rear 10min of backwater clarification or total washing time are no less than 20min; The water pressure that crack is rinsed adopts 80% grouting pressure;
Step 5: with slurry: guarantee that grouting agent and solidfied material reach following technical indicator: slurries: serum density >1.11g/cm
3, initial viscosity <30/mpa.s, operable time >30min; Solidfied material: tensile strength>=20MPa, dry bonding>=4.0MPa, wet bonding>=3.0MPa, impermeability pressure>=2.5MPa, impermeability pressure are than>=400%;
Step 6: grouting:
(1) grouting method: grouting employing aperture is closed, pure pressure type grouting; Select grouting pressure to reach 700kgf/cm2, the high-pressure grouting machine in the gap of more than 0.02mm can be entered;
(2) grouting pressure: grouting pressure chooses 1.0MPa; Along with grouting position is different, grouting pressure progressively strengthens; Grouting pressure is as the criterion according to experiment value with orifice pressure gage intermediate value, and beat of pointer scope is less than 20% of grouting pressure; Grouting pressure should reach experiment value as early as possible, the hole section that permeability rate is large, injection rate is larger, takes classification boost, namely on the basis of crack flushing or packer permeability test pressure, 1MPa basis is one-level by every 0.2 ~ 0.4MPa, and the stabilization time of every stage pressure should not be less than 5min; Voltage stabling control should be extended to being not more than ten minutes when beat of pointer distortion is abnormal; Gang up hole when being in the milk simultaneously, both sides differing pressure 0.2MPa should be made by controlled pressure respectively;
(3) injecting process finished criteria: grout compartment is under maximum design pressure, and injection rate is not more than 0.02L/ (min.m) to be continued perfusion 30min or reach gelling time to stop grouting afterwards;
After grouting terminates, in time with absolute ethyl alcohol by clean to grout pump, grouting pipeline and grouting cleaning container, use in order to next time;
Step 7: sealing of hole: after grout compartment grouting terminates, close slurry-inlet valve door immediately to carry out closing slurry, after gauge hand nature back to zero, carry out grouting sealing of hole, grouting sealing of hole adopts " displacement and pressure grouting method of pore sealing ", after whole hole section has been in the milk, adopt 0.5:1 cement underflow, carry out grout replacement and pure pressure type grouting sealing of hole, sealing of hole grouting pressure is for being in the milk maximum controlled pressure in this hole, Grain filling duration is not less than 1h, and sealing of hole terminates.
Further, after step 7 sealing of hole terminates, steel plate reinforcement process is carried out to per pass pervious seam; Steel plate thickness 12mm, paint preservative treatment is done on surface, and steel plate reserves grout hole, peephole, is used as extruding buffer strip guarantees in metope closely knit inside metope contact surface with the thick rubber strip of 1cm; Steel plate is connected with metope and adopts the expansion anchor of 12mm to fix, and spacing is 20cm, and steel plate surface and metope gap use soluble polyurethane chemical slip casting material to fill.
Further, being specifically set to of bore position in described step 4:
One sequence hole: pitch-row controls at 0.5cm, hole depth is wall thickness 1/2;
Two sequence holes: hole site is in the middle of a sequence hole, and hole depth is wall thickness 1/2-2/3; Prevent and Lou fill with phenomenon, thus play reinforcement effect;
Three sequence holes: position, hole hole depth between one or two sequence holes is wall thickness 2/3 place, guarantees to stretch into and consolidates plugging effect.
Further, when there is height multilayer constuction joint, leak stopping order is carried out to lower from eminence.
Mill pool pumped storage power plant inducer vertical shaft has the infiltration of 5 constuction joints, and milliosmolarity is at about 0.1m3/s, and through the method leak stopping, 20 days construction periods, disposable blocking is leaked, and is constantly changed, do not find that the phenomenon of leaking occurs by the past few years reservoir level.
The above, be only the specific embodiment of the present invention, but protection scope of the present invention is not limited thereto, and any change of expecting without creative work or replacement, all should be encompassed within protection scope of the present invention.Therefore, the protection domain that protection scope of the present invention should limit with claims is as the criterion.
Claims (4)
1. a To Construction of Silo seam infiltration leak-blocking construction method under high water head, it is characterized in that, concrete steps are as follows:
Step one: pouring material is selected: select soluble polyurethane chemical slip casting material as fissure filling material;
Step 2: open fire process: block pervious seam sealing to create safe construction environment and to prevent chemical material from leaking outside with fibrous material before grouting treatment;
Step 3: boring: 5-10cm arranges bore position above gap, boring adopts electric drilling machine, and alloy bit creeps into, and boring aperture is 14mm; Guarantee that the Water slop injector of diameter 10mm can be put into extrude and expand;
Step 4: crack is rinsed: pass into enough current with conduit, rinse from the method for rinsing to hole at the bottom of hole; Terminate until the rear 10min of backwater clarification or total washing time are no less than 20min; The water pressure that crack is rinsed adopts 80% grouting pressure;
Step 5: with slurry: guarantee that grouting agent and solidfied material reach following technical indicator: slurries: serum density >1.11g/cm
3, initial viscosity <30/mpa.s, operable time >30min; Solidfied material: tensile strength>=20MPa, dry bonding>=4.0MPa, wet bonding>=3.0MPa, impermeability pressure>=2.5MPa, impermeability pressure are than>=400%;
Step 6: grouting:
(1) grouting method: grouting employing aperture is closed, pure pressure type grouting; Select grouting pressure to reach 700kgf/cm2, the high-pressure grouting machine in the gap of more than 0.02mm can be entered;
(2) grouting pressure: grouting pressure chooses 1.0MPa; Along with grouting position is different, grouting pressure progressively strengthens; Grouting pressure is as the criterion according to experiment value with orifice pressure gage intermediate value, and beat of pointer scope is less than 20% of grouting pressure; Grouting pressure should reach experiment value as early as possible, the hole section that permeability rate is large, injection rate is larger, takes classification boost, namely on the basis of crack flushing or packer permeability test pressure, 1MPa basis is one-level by every 0.2 ~ 0.4MPa, and the stabilization time of every stage pressure should not be less than 5min; Voltage stabling control should be extended to being not more than ten minutes when beat of pointer distortion is abnormal; Gang up hole when being in the milk simultaneously, both sides differing pressure 0.2MPa should be made by controlled pressure respectively;
(3) injecting process finished criteria: grout compartment is under maximum design pressure, and injection rate is not more than 0.02L/ (min.m) to be continued perfusion 30min or reach gelling time to stop grouting afterwards;
After grouting terminates, in time with absolute ethyl alcohol by clean to grout pump, grouting pipeline and grouting cleaning container, use in order to next time;
Step 7: sealing of hole: after grout compartment grouting terminates, close slurry-inlet valve door immediately to carry out closing slurry, after gauge hand nature back to zero, carry out grouting sealing of hole, grouting sealing of hole adopts " displacement and pressure grouting method of pore sealing ", after whole hole section has been in the milk, adopt 0.5:1 cement underflow, carry out grout replacement and pure pressure type grouting sealing of hole, sealing of hole grouting pressure is for being in the milk maximum controlled pressure in this hole, Grain filling duration is not less than 1h, and sealing of hole terminates.
2. the method for claim 1, is characterized in that, after step 7 sealing of hole terminates, carry out steel plate reinforcement process to per pass pervious seam; Steel plate thickness 12mm, paint preservative treatment is done on surface, and steel plate reserves grout hole, peephole, is used as extruding buffer strip guarantees in metope closely knit inside metope contact surface with the thick rubber strip of 1cm; Steel plate is connected with metope and adopts the expansion anchor of 12mm to fix, and spacing is 20cm, and steel plate surface and metope gap use soluble polyurethane chemical slip casting material to fill.
3. method as claimed in claim 2, is characterized in that, being specifically set to of bore position in described step 3:
One sequence hole: pitch-row controls at 0.5cm, hole depth is wall thickness 1/2;
Two sequence holes: hole site is in the middle of a sequence hole, and hole depth is wall thickness 1/2-2/3; Prevent and Lou fill with phenomenon, thus play reinforcement effect;
Three sequence holes: position, hole hole depth between one or two sequence holes is wall thickness 2/3 place, guarantees to stretch into and consolidates plugging effect.
4. method as claimed in claim 3, is characterized in that, when there is height multilayer constuction joint, leak stopping order is carried out to lower from eminence.
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