CN101413396A - Injecting and mounting method of stretching anchor rod - Google Patents
Injecting and mounting method of stretching anchor rod Download PDFInfo
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- CN101413396A CN101413396A CNA2008100589735A CN200810058973A CN101413396A CN 101413396 A CN101413396 A CN 101413396A CN A2008100589735 A CNA2008100589735 A CN A2008100589735A CN 200810058973 A CN200810058973 A CN 200810058973A CN 101413396 A CN101413396 A CN 101413396A
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Abstract
The invention discloses a grouting method for a stretch-draw anchor rod, wherein a fast-setting anchoring agent and a slow-setting anchoring agent are grouted into an anchor rod hole respectively by adoption of an extruding grouter by means of fast setting first and slow setting subsequently; a grout pipe is extruded by grouting pressure and smoothly withdrawn until the anchor rod hole is filled with serum; and stretch-draw locking of the anchor rod is performed before initial setting of the slow-setting anchoring agent and after final setting of the fast-setting anchoring agent when the anchor rod is arranged in place and the strength required is reached. The grouting is uniform and continuous, the grout pipe is slowly extruded by the serum and is not influenced by artificial influence, so that no gap can occur and the compactness can be fully guaranteed; grouting equipment only needs power supply, so that a complex blast pipe line is saved; and the grouting method has the advantages of simple and convenient technology, high construction efficiency and good application prospect, and safety and reliability.
Description
Technical field
The invention belongs to construction engineering technical field, be specifically related to a kind of injecting and mounting method that is used for the stretching anchor rod of face timbering.
Background technology
In the tunnel excavation supporting, usually need to use stretching anchor rod.Traditional stretching anchor rod annotate the dress mode be with soaked fast setting cement powder stick and slow setting cement-roll with blast rifle pump one by one merogenesis be transported in the bolthole, build a framework then or other equipment skyhooks of ascending a height.The defective of this construction technology has: the first, because cement-roll is that merogenesis is carried one by one, there is 1～2 second interval the centre, is close to so can not guarantee powder stick, and the anchor pole for long very easily forms the space in the bolthole, have a strong impact on the intensity of stretching anchor rod; The second, because the air feed system pipeline complexity in the cavern is more with wind devices, it is stable to guarantee that stretching anchor rod is annotated the blast of dress, and blast is on the low side, can not the compacting cement-roll, adhesion stress is not enough between powder stick, in addition can since the deadweight generation drop; Blast is excessive, and strong wallop can make the cement-roll aperture of rebounding out, waste material; The 3rd, blast rifle pump line mouth is less, because the firm time of cement-roll is short, and plugging easily, slurries easily spray during the cleaning pipeline, injure the constructor, have potential safety hazard; The 4th, it is uneven to pull out inlet pipe personnel familiarity, pulls out sky easily, the space occurs; The 5th, work efficiency is lower, and the notes of finishing the long stretching anchor rod of a 6m are filled to few needs 40 minutes, have a strong impact on the engineering construction progress.How overcoming above-mentioned defective just becomes the technical problem that needs to be resolved hurrily in the prior art, but Shang Weijian has solution well.
Summary of the invention
The objective of the invention is at the deficiencies in the prior art, a kind of new stretching anchor rod injecting and mounting method is provided, improve the compactness that anchor pole is annotated dress, improve construction quality, accelerating construction progress.
Purpose of the present invention is achieved by the following technical programs.
A kind of injecting and mounting method of stretching anchor rod may further comprise the steps:
1, anchor pole pore-creating: on crag,, then dust in the hole and foreign material are cleaned, and detect hole depth, install smoothly to guarantee anchor pole with three arm rock drilling jumbos or rock bolting jumbo boring;
2, system is mixed in the anchoring agent: the system of mixing respectively is fast coagulates and two kinds of anchoring agent of slow setting, and the system of mixing is wanted evenly, in order to avoid there is caking to enter Grouting Pipe, causes Grouting Pipe to stop up, even booster;
3, annotate dress: adopt the squash type slurry filling machine to annotate dress, at the bottom of Grouting Pipe is inserted into bolthole, and slurries plugging device than the little 3～5mm in bolthole aperture is installed, is prevented that slurries from coming to nothing at the Grouting Pipe mouth of pipe, by the mode of coagulating the back slow setting earlier soon, evenly will mix good anchoring agent continuously and inject in the bolthole; Grouting Pipe is subjected to steadily to withdraw from after the grouting pressure extruding, fills with up to slurries;
4, anchor pole is installed: after anchoring agent notes dress is finished, the beginning skyhook, anchor pole is installed and is adopted anchor pole platform truck or other equipment of ascending a height to cooperate, manually the body of rod slowly is pushed into design attitude, length should be not less than 95% of design length in the body of rod patchhole, and protruded length should adhere to specification;
5, backing plate, packing ring, nut are installed: after the body of rod is in place,, backing plate is installed and is adjusted the position with the fast K3 type anchoring agent levelling aperture of coagulating, make it and the anchor pole axis normal, cover upper gasket, nut are finished anchor pole and are annotated dress, anchor pole are numbered and perform the detailed construction record of every anchor pole;
6, anchoring agent anchor pole stretch-draw after the length of time: before slow setting anchoring agent initial set, coagulate after the anchoring agent final set soon and carry out the tensioning fixation of anchor pole when reaching desirable strength, during stretch-draw, adopt torque spanner once to be loaded into 115% of design stretching force, lock the body of rod then.
Wherein, be 2.5～3.0m with fast anchoring section length of coagulating anchoring agent notes dress, the free segment length of annotating dress with slow setting anchoring agent is 6.5m～9.0m;
The tensioning fixation period is preferably 6～9 hours after the fast anchoring agent with fixed attention of packing into.
The described fast anchoring agent employing 8604-K3 that coagulates coagulates the anchoring agent soon, and 8604-M1 slow setting anchoring agent is adopted in slow setting anchoring agent.
When being used for the construction of underground chamber crown position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.25～0.26 soon, and slow setting anchoring agent 0.26, the stretch-draw period finishes back 6～7 hours for annotating dress.
When being used for the construction of abutment wall position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.27～0.275 soon, and slow setting anchoring agent 0.27～0.28, the stretch-draw period finishes back 8～9 hours for annotating dress.
When being used for when the abutment wall lateral aperture is constructed, the water/binder ratio of two kinds of anchoring agent is 0.3.
Have following advantage with respect to prior art the present invention:
1, replaces air pressure gun infusion slurry with the squash type slurry filling machine, and changed cement-roll into powdery anchoring agent in bulk in order to mixing slurry.This mode mud jacking is evenly continuous, and Grouting Pipe is slowly to be extruded by slurries, is not subjected to man's activity, the space can not occur, can fully guarantee compactness.As long as water/binder ratio is suitable, the bonding of slurries and hole wall is good, can not drop.Slurry-outlet velocity is fast, and the slip casting time of a 9m anchor pole is about 8～10min.
2, grouting equipment is simple to operate, and the constructor is easy to grasp, and grouting equipment only needs supply of electric power, saves complicated airduct circuit.
3, technology is easy, safe and reliable, efficiency of construction is high, machine-team of next slurry filling machine of normal condition (8 hours meters) can be annotated and adorn 20 9m stretching anchor rods, can annotate in one day and adorn 40 9m stretching anchor rods, a main building calculates by dropping into three slurry filling machines, then have a daily output of 120, speed of application improves more than 1/3 than traditional handicraft at least, has accelerated construction speed.
Description of drawings
Fig. 1 is for using the present invention annotates dress when the abutment wall lateral aperture is constructed stretching anchor rod structural representation.
Among the figure: 1 free section (slow setting anchoring agent), 2 anchoring sections (coagulating the anchoring agent soon), 3 billets, 4 steel washers, 5 nuts, 6 leveling mortars, 7 anchor rod bodies, 8 boltholes.
The specific embodiment
The present invention is described in further detail below in conjunction with drawings and Examples, but the limitation of the invention that they are not.
Embodiment 1
As shown in drawings, when carrying out the construction of abutment wall lateral aperture, at first, get out bolthole 8 with three arm rock drilling jumbos on crag, hole depth 12m cleans dust in the hole and foreign material, and detects hole depth, installs smoothly to guarantee anchor pole.The system of mixing respectively is fast coagulates and two kinds of anchoring agent of slow setting, coagulates the anchoring agent soon and adopts 8604-K3, and 8604-M1 is adopted in slow setting anchoring agent.The water/binder ratio of two kinds of anchoring agent is 0.3.The system of mixing is wanted evenly, in order to avoid there is caking to enter Grouting Pipe, causes Grouting Pipe to stop up, even booster.Adopt the squash type slurry filling machine to annotate dress, at the bottom of Grouting Pipe is inserted into bolthole, and slurries plugging device than the little 3～5mm in bolthole aperture is installed, is prevented that slurries from coming to nothing at the Grouting Pipe mouth of pipe, by the mode of coagulating the back slow setting earlier soon, evenly continuously the anchoring agent that stirs is injected in the bolthole.Grouting Pipe is subjected to steadily to withdraw from after the grouting pressure extruding, fills with up to slurries.Be 3.0m with fast length of coagulating the anchoring section 2 of anchoring agent notes dress wherein, free section 1 length annotating dress with slow setting anchoring agent is 9.0m.After anchoring agent notes dress was finished, beginning skyhook, anchor pole were installed and are adopted anchor pole platform truck or other equipment of ascending a height to cooperate, and manually the body of rod 7 are pushed into design attitude slowly, and the interior length of body of rod patchhole is 11.7m, and protruded length is 0.3m.After the body of rod is in place, with the fast K3 type anchoring agent 6 levelling apertures of coagulating, backing plate 3 is installed and is adjusted the position, make it and the anchor pole axis normal, cover upper gasket 4, nut 5 are finished anchor pole and are installed, and anchor pole are numbered and perform the detailed construction record of every anchor pole.After the K3 type anchoring agent of packing into 7.5 hours before the i.e. slow setting anchoring agent initial set, when coagulating anchoring agent final set soon and reaching design strength, adopt torque spanner once to be loaded into 115% of design stretching force, lock the body of rod then.
Embodiment 2
Repeat embodiment 1, following difference is arranged: the tensioning fixation period is fast 6 hours of coagulating after the anchoring agent of packing into.
Embodiment 3
Repeat embodiment 1, following difference is arranged: the tensioning fixation period is fast 9 hours of coagulating after the anchoring agent of packing into.
Embodiment 4
Repeat embodiment 1, following difference is arranged: when being used for the construction of underground chamber crown position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.25～0.26 soon, and slow setting anchoring agent 0.26, the stretch-draw period finishes back 6～7 hours for annotating dress.
Embodiment 5
Repeat embodiment 1, following difference is arranged: when being used for the construction of abutment wall position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.27～0.275 soon, and slow setting anchoring agent 0.27～0.28, the stretch-draw period finishes back 8～9 hours for annotating dress.
Embodiment 6
Repeat embodiment 1, following difference is arranged: with fast length of coagulating the anchoring section 2 of anchoring agent notes dress is 2.5m, and free section 1 length annotating dress with slow setting anchoring agent is 6.5m.
Experimental example
With Three Gorges Projects is example, its right bank underground power station main building is the thin partially ultra-large type underground chamber of the shallow and local country rock of buried depth, and fracture structure is grown in the rock mass, and it is banded that the intensive growth in local crack is, more by the block that structural plane combination cutting forms, it is unfavorable that the crown part is stablized.Therefore except that in digging process, must controling effectively, also need system supportings such as anchor pole are in time implemented, could guarantee adjoining rock stability and safety explosion.The engineering quantity of the underground main building once supporting of Three Gorges right bank is big, and major part is profound anchor pole,
The anchor pole of L 〉=6m amounts to 22277, and difficulty of construction is big, and the tradition construction is owing to be subjected to the restriction of construction technology and detection means, and the slip casting compactness is difficult to guarantee that for this reason, this project has been carried out 3 tests to the type stretching anchor rod in construction.
5.1, test objective
1, checking main building engineered cementitious powder stick stretching anchor rod and grouting rock bolt slip casting compactness;
2, the construction technology and the construction quality of the anchoring of checking main building stretching anchor rod cement-roll;
3, further verify and the construction parameter and the operational procedure of definite main building stretching anchor rod cement-roll anchoring;
4, the construction technology for the follow-up stretching anchor rod of main building engineering provides the technological guidance.
5.2, the test principle
1, this anchor pole compactness test belongs to the simulation engineer testing, and the equipment of choosing, process of the test are as far as possible near practical construction process;
2, the cement injection powder stick compactness of the main checking of this test stretching anchor rod and grouting rock bolt perfusion compactness are determined cement-roll and the mortar quantity that actual needs injects in the work progress simultaneously;
3, the slip casting plumpness least favorable situation vertical direction and the most favourable situation horizontal direction of the actual anchor pole of the main simulation of this test;
5.3, test basis
1, the correlation technique standard of water conservancy and hydropower underground engineering construction anchor pole compactness test;
2, the technical requirements of underground power station main building tender document;
3, the supervising engineer is to the requirement of relevant anchor pole compactness test.
5.4, experimental material and equipment
1, Shi Yan steel pipe and bar gauge model
(1), the test first time, cement-roll stretching anchor rod:
Three of Φ 70 (internal diameter), L=9.0m steel pipes; Three of Φ 32, L=9.0m reinforcing bars.
(2), the test second time, cement-roll stretching anchor rod:
Four of Φ 70 (internal diameter), L=9.0m steel pipes; Two of Φ 50 (internal diameter), L=5.0m steel pipes
Two of Φ 32, four of L=9.0m reinforcing bars, Φ 25, L=5.0m reinforcing bar
(3), for the third time the test, the cement-roll stretching anchor rod:
Three of Φ 70 (internal diameter), L=9.0m steel pipes; Three of Φ 32, L=9.0m reinforcing bars
Annotate: it is that 14, Φ 50 (internal diameter), L=5.0m are 6 that steel pipe Φ 70 (internal diameter), L=9.0m are used in above test altogether, and 6 of Φ 32,14 of L=9.0m reinforcing bars, Φ 25, L=5.0m reinforcing bar add up to 20 to test anchor poles.
5.5, the test other material and equipment
Cement-roll anchoring agent (comprise fast coagulate and two kinds of slow settings, adopt Gongyi, Henan 8604-K3,8604-M1) specification is Φ 30, L=250mm, packed anchoring agent (comprise fast coagulate and two kinds of slow settings, adopt Gongyi, Henan 8604-K3,8604-M1), P.O42.5 cement, machine-processed sand, one of little table scale, one of pneumatic gun pump, two in bucket of immersion powder stick, two of abrasive machines, two in bucket, one of the special slurry filling machine of Mace, one of platform scale, one of consistometer, one of squash type slurry filling machine.
5.6, test period
Test for the first time:
Carry out anchor pole the morning on March 23rd, 2005 and annotate peace, dissect afternoon on March 26th, 2005.
Test for the second time:
Carry out anchor pole the morning on April 2nd, 2005 and annotate peace, dissect the morning on April 5th, 2005.
Test for the third time:
Carry out anchor pole the morning on April 10th, 2005 and annotate peace, dissect the morning on April 11st, 2005.
5.7, test site
Because the test anchor pole of vertical direction is oversize, indoor do not have enough spaces, advances factory's access tunnel right side side slope so test site is selected in the underground power station, and the test steel pipe is arranged on the steel pipe framed bent of putting up in advance.
5.8, test cement-roll quantity determines
Empirical formula is calculated:
Annotate: 1.25: adjustment factor,
Pore-creating diameter (mm),
Bar diameter (mm),
Powder stick diameter (mm), L1: hole depth (mm), L2: powder stick length (mm).
According to test the material specification that adopts 9m and 5m anchor pole need inject cement-roll quantity (cement-roll specification as calculated
L=250mm) joint number and weight are respectively that (weight that the single-unit cement-roll does not soak is 0.22kg, consider that the powder stick immersion shrinks, so powder stick diameter during calculating, length is thought of as respectively
, L=230mm):
1.25 * [(702-322)/282] * 9000/230=242 joint=53.24kg
1.25 * [(502-252)/282] * 5000/230=65 joint=14.3kg
The theoretical parameter volume of tubing, reinforcing bar calculates:
The tubing of test usefulness, the theoretical parameter volume of reinforcing bar see the following form.
The theoretical parameter volume list of tubing, reinforcing bar
| Project | Numerical value | Project | Numerical value |
| Φ 70 (internal diameter) steel pipe volume (cm3/m) | 3846.5 | Φ 50 (internal diameter) steel pipe volume (cm3/m) | 1962.5 |
| Φ 25 anchor pole volumes (cm3/m) | 490.625 | Φ 25 anchor poles need slip casting (cm3/m) | 1471.88 |
| Φ 32 anchor pole volumes (cm3/m) | 804.200 | Φ 32 anchor poles need slip casting (cm3/m) | 3042.66 |
| Φ 30 cement-roll volumes (cm3/ joint) | 141.55 |
Φ 70 (internal diameter) steel pipe, L=8.0m, Φ 32 anchor poles need injection volume number to be as can be known from the above table
3846.5 * 9/141.55 ≈ 244.57 joint=53.8kg
Φ 50 (internal diameter) steel pipe, L=5.0m, Φ 25 anchor poles need injection volume number to be
1962.5 * 5/141.55 ≈ 69.3 joint=15.25kg
It in the practice of construction compactness that guarantees anchor pole, need fully bolthole to be filled with, from above-mentioned result of calculation, amount that the employing empirical formula is calculated and the amount that adopts the anchor pole aperture to calculate are more or less the same, and the amount that general employing empirical formula is calculated in constructing in the historical facts or anecdotes border and the amount sum of pipeline loss are as the foundation of construction injection rate.
5.9, test method, process and analysis
5.9.1, test for the first time:
(1), will test the steel pipe one end steel sheet soldering and sealing of usefulness before the test.
(2), 3 9m steel pipe mouth downs vertically have been fixed on the steelframe at factory's traffic hole into before the test, guarantee the mouth of pipe overhead height greater than rock-bolt length.
(3), can produce great influence to the cement-roll that injects and adopt great blast the most favourable for the checking blast the cement-roll that injects, pressure regulator valve and air gauge on air pressure gun, oneself have been reequiped, to adjust air pressure and record air pressure, then air pressure gun is communicated with the air feed pipe.
Cement-roll plastic packaging bag taken, will put in order package explosive cartridge and immerse in the bucket and (coagulate 65s, slow setting 45s, normal temperature, clear water soon), get soaked cement-roll and weigh, the weight after record water saving mud powder stick soaks (4), earlier.
(5), on Grouting Pipe, carry out and inject the fast mark of powder stick length and the mark of every meter length of coagulating with adhesive plaster, with thin wire with the Grouting Pipe colligation at outer wall of steel pipe.
(6), get the soaked fast powder stick that coagulates and squeeze in the Grouting Pipe by saving air pressure gun, treat slip casting mouth of pipe pulp after, record pipe consumption; When then being determined at the bottom of the hole slurries are sent and need great blast, then by every meter height that reduces the slurry pipe, note the influence of the reduction of height of observation, and write down the blast of differing heights respectively blast.With at the bottom of the Grouting Pipe insertion tube, outwards dial Grouting Pipe while beating then, adjust blast by the wind pressure value of record at various height, pipe-pulling speed is by the control of 4～6cm/ joint, and after length to be injected reached requirement, record injected the fast powder stick quantity of coagulating.
(7), adopt the special slurry filling machine of Mace to mix slurrying liquid then by the proportioning of design, simultaneously Grouting Pipe is received on the slurry filling machine, with slurry filling machine the slow setting slurries are then injected steel pipe, till steel pipe mouth of pipe pulp, stop slip casting, in time block the aperture, prevent that the slurries that inject from spilling too much, in pipe, slowly insert anchor pole then, use timber wedge jam-pack aperture at last.
(8), collect the cement-roll spill and weigh, be converted into the powder stick joint number, computer tube goes out the cement-roll quantity of actual injection.
(9), March 26 the test specimen segmentation is cut open, the compactness of finding 3 anchor poles is not ideal, compactness is respectively 81%, 77.9%, 75.9% (passing through water injection test), the position of coming to nothing mainly concentrates on hypomere: the anchor pole top (30～50cm), main cause may be that the air pressure gun pulp is discontinuous, the anchoring agent since deadweight can not stick on effectively on the steel pipe; Fast section and the slow setting section intersection of coagulating comes to nothing also more seriously, and main cause may be that the actual fast segment length of coagulating is than theoretical value short (loss) and operating personnel fail correct assurance and cause leaking notes.
5.9.2, test for the second time:
(1), will test the steel pipe one end steel sheet soldering and sealing of usefulness before the test.
(2), test the time vertically has been fixed on two 9m steel pipe mouths of pipe on the steelframe at factory's traffic hole into down, guarantee the mouth of pipe overhead height greater than rock-bolt length; With two 9m steel pipes, two 5m steel pipes are horizontally fixed on the steelframe at factory's access tunnel hole into.
Anchor pole pattern table
(3), this time test is the cement-roll stretching anchor rod.Carry out coagulating soon the injection of section earlier: coagulate section (3m is long) soon and required fast anchoring agent (liquid has reduced to pulp) with fixed attention is pressed into steel pipe once with my supporting team of project management department homemade blast rifle pump, with the special slurry filling machine of Mace slow setting anchoring agent slurries (water/binder ratio 0.35) are being injected steel pipe then, treat slow anchor pole, wedging aperture then of inserting in pipe, the full back of slurries.Self-control blast rifle pump can be once with in the slurries injection hole, overcome traditional air pressure gun pump ground slip casting discontinuity, and the slip casting time is short, improved the slip casting compactness effectively, but self-control ground blast rifle pump piston area is bigger, under pressure, required pressure big (0.7～0.8MPa), and general pressure fan steady wind pressure can only reach 0.4MPa, so in the slip casting process of vertical anchor pole, slurries are discontinuous.
(4), April 5,6 test anchor poles are dissectd, dissecing the back, to find that vertical anchor pole coagulates the section slurries soon full inadequately, the top has comes to nothing, and horizontal anchor pole slurries are full, compactness is all more than 97%, with field observation to situation conform to.Illustrate also that by result of the test it is feasible that the mode that adopts slip casting is carried out the construction of cement-roll anchor pole.
5.9.3, for the third time the test:
(1), after the experience of having summed up preceding second trial, tissue has carried out cement-roll stretching anchor rod test once more.
(2), will test the steel pipe one end steel sheet soldering and sealing of usefulness before the test, three 9m steel pipe mouths of pipe vertically are fixed on downwards on the steelframe at factory's traffic hole into, the assurance mouth of pipe is overhead highly greater than rock-bolt length.
(3), behind the result and reason that have analyzed first three time test, the Kodak board squash type slurry filling machine that test this time adopts Zhengzhou to produce is annotated the fast anchoring agent of coagulating, overcome the discontinuous of blast slip casting, guaranteed fast plumpness of coagulating section, adopt the special slurry filling machine of Mace to annotate slow setting anchoring agent, treat that slurries slowly insert anchor pole after full, then wedging aperture (soon with fixed attention, slow setting all adopts packed anchoring agent).Since fast coagulate the anchoring agent just, final setting time is shorter, must clean after mixing slurrying liquid a period of time, in order to avoid stop up the slurry pipe, thereby increases the pipe consumption.Light and handy, simple, the cleaning easily of this equipment, so slip casting still is more convenient.
(4), 12～April 13 April, to 3 the test anchor poles dissect, wherein the compactness of an anchor pole has only about 77.8%, come to nothing in the middle and upper part, main cause is that water/binder ratio is too little, slurries are too thick.All the other compactnesss of two are respectively 93%, 98% (compactness obtains by water injection test).By the analysis to result of the test, the leakiness of indivedual anchor poles is not the reason of grouting process, does not influence the result of test.
5.10, the experimental data record
Test for the first time
Cement-roll anchor pole record sheet
Test for the second time:
Cement-roll anchor pole record sheet
Test for the third time:
Cement-roll anchor pole record sheet
Annotate: weight is 0.3kg after the single-unit cement-roll immersion tamping, and the weight that the single-unit cement-roll does not soak is 0.22kg; Pipeline waste scene is calculated as 43.74kg (dry weight).
5.11, conclusion (of pressure testing)
1, by above-mentioned three tests, we think that substituting blast rifle pump for stretching anchor rod with slurry filling machine carries slurries, as long as grouting process is rigorous, can guarantee the plumpness of slurries fully, make the compactness of anchor pole reach requirement, guarantee the anchor bolt construction quality; And the grouting process of blast rifle pump is applicable to the bolt grouting at random of L＜5m.
2,,, can guarantee the construction quality of anchor pole fully as long as operating personnel construct on the basis of existing equipment by existing technological requirement for grouting rock bolt.
3, owing to can only simulate bolthole in the practice of construction process with steel pipe in the process of the test, and there are differences between the inner surface of steel pipe and the actual bolthole, the cement-roll or the mortar that inject in the practice of construction process do not have the phenomenon of spilling, and leakage is relatively large in the process of the test, thus the cement-roll mortar that injects in the practice of construction except that pipeline retains all at injection hole;
4, bolthole is Φ 66, Φ 32, L=9m needs the about 47kg of anchoring agent by designing and calculating, anchoring section is pressed 2.5m calculating and is needed the fast anchoring agent 13kg of coagulating, slow setting anchoring agent 34kg, Φ 56, Φ 25, L=5m, need the fast anchoring agent 20kg of coagulating by designing and calculating, in the practice of construction because slow setting, the fast slurry filling machine that all adopts with fixed attention injects, be subjected to coagulate soon the restriction of time, must clean slurry filling machine after a period of time, can cause the loss of slurries inevitably, answer the restriction of rock-bolt length, Grouting Pipe is longer, the corresponding increase of loss, the pipeline loss that calculates Kodak board slurry filling machine from theory is about 43.74kg, adorns 5 by every notes and cleans primary equipment, and actual notes are adorned an anchor pole and needed about loss anchoring agent 8.75kg.The 9m anchor pole of constructing needs the fast anchoring agent 21.8kg of coagulating, slow setting anchoring agent 34kg, and a 5m anchor pole needs anchoring agent 28.8kg, can guarantee that by above-mentioned quantity slurries are full in the bolthole.Owing to influenced by geological conditions, actual injection rate will be greater than theoretical amount of calculation in practice of construction, and it is principle with the aperture pulp that anchor pole is annotated dress.
5, in fact inject anchoring agent and insert anchor pole and will note method of operating, reduce and mix air capacity and air is discharged as far as possible.Tube drawing must be undertaken by the veteran when injecting cement-roll, strict control pipe-pulling speed.
Test Summary
Because the variation of temperature, humidity all can cause the variation of anchoring agent water/binder ratio in the difference at engineering construction position and the cavern, change first, the final setting time of anchoring agent, influence anchor pole and annotate dress.Therefore need to understand the character of material, in time detect condition of construction, adjust water/binder ratio.Below be the used anchoring agent technology reference table of underground power station, Three Gorges project management department stretching anchor rod construction:
Table one 8604-M1 (slow setting anchoring agent) degree of mobilization changes respective value the different length of times
Table two 8604-M Different Water-Cement Ratio, different temperatures time of setting
Table three 8604-K3 Different Water-Cement Ratio, different temperatures time of setting
The tradition grouting process adopts artificial tube drawing to control the compactness of slurries, because grouting pipe is generally much smaller than anchor pole aperture, simultaneously artificial tube drawing control is inhomogeneous, be subjected to the influence of air pressure in the conduit, cause the bolt grouting leakiness easily, particularly after the anchor pole hole depth is greater than 6m, the slip casting compactness is difficult to guarantee especially, this engineering has been developed " the pipe method is moved back in extruding automatically " construction technology by experiment repeatedly, and the main points of this technology are:
(1), select the water/binder ratio should be according to construction part and the suitable water/binder ratio of anchor pole angle Selection, generally between 0.35～0.38, it is excessive to select for use the sand grains particle diameter to be difficult for, and generally is not more than 0.25mm; Mortar is mixed system and is wanted evenly, in order to avoid there is caking to enter Grouting Pipe, causes Grouting Pipe to stop up, even booster.The slip casting process is wanted evenly continuously, and at the mortar plugging device of Grouting Pipe mouth of pipe installation with the slightly little 3～5mm in bolthole aperture, Grouting Pipe is inserted at the bottom of the hole before the slip casting, and Grouting Pipe mainly by steadily withdrawing from after the grouting pressure extruding, is filled with up to slurries.
(2), after slip casting finishes, carry out anchor pole immediately and assign, inserted link will at the uniform velocity be advanced to design attitude, avoids thrusting, and causes outside a large amount of slurry stream portal, and forbids to move back bar and insert in the inserted link process, makes the formation cavity hole in easily.
(3), after inserted link finishes, the flushing scar overflows and stays mortar, and the aperture is handled, and guarantees that the aperture mortar is full.Carry out the site operation garbage-cleaning, guarantee that the job site is clean and tidy.
By improving technology, having improved operating efficiency and compactness.Aspect compactness, the audio frequency stress wave is adopted in the nondestructive testing of this Engineering anchor rod anchoring quality, the used instrument of testing is a LX-10E type anchor rod anchoring quality detecting instrument, detects frequency for 10% of design anchor pole sum, below is the anchor pole compactness information slip of each layer of main building nondestructive testing.
Table four underground power station main building anchor pole nondestructive testing summary sheet
As can be seen from the above table, the every process quality of main building anchor pole all is in slave mode, and slip casting compactness acceptance rate remains on more than 90%.
Claims (7)
1, a kind of injecting and mounting method of stretching anchor rod may further comprise the steps:
(1) anchor pole pore-creating: on crag,, then dust in the hole and foreign material are cleaned, and detect hole depth, install smoothly to guarantee anchor pole with three arm rock drilling jumbos or rock bolting jumbo boring;
(2) system is mixed in the anchoring agent: the system of mixing respectively is fast coagulates and two kinds of anchoring agent of slow setting, and the system of mixing is wanted evenly, in order to avoid there is caking to enter Grouting Pipe, causes Grouting Pipe to stop up, even booster;
(3) annotate dress: adopt the squash type slurry filling machine to annotate dress, at the bottom of Grouting Pipe is inserted into bolthole, and slurries plugging device than the little 3～5mm in bolthole aperture is installed, is prevented that slurries from coming to nothing at the Grouting Pipe mouth of pipe, by the mode of coagulating the back slow setting earlier soon, evenly will mix good anchoring agent continuously and inject in the bolthole; Grouting Pipe is subjected to steadily to withdraw from after the grouting pressure extruding, fills with up to slurries;
(4) anchor pole is installed: after anchoring agent notes dress is finished, the beginning skyhook, anchor pole is installed and is adopted anchor pole platform truck or other equipment of ascending a height to cooperate, manually the body of rod slowly is pushed into design attitude, length should be not less than 95% of design length in the body of rod patchhole, and protruded length should adhere to specification;
(5) backing plate, packing ring, nut are installed: after the body of rod is in place,, backing plate is installed and is adjusted the position with the fast K3 type anchoring agent levelling aperture of coagulating, make it and the anchor pole axis normal, cover upper gasket, nut are finished anchor pole and are annotated dress, anchor pole are numbered and perform the detailed construction record of every anchor pole;
(6) anchoring agent anchor pole stretch-draw after the length of time: before slow setting anchoring agent initial set, coagulate after the anchoring agent final set soon and carry out the tensioning fixation of anchor pole when reaching desirable strength, during stretch-draw, adopt torque spanner once to be loaded into 115% of design stretching force, lock the body of rod then.
2, the injecting and mounting method of stretching anchor rod according to claim 1 is characterized in that: with fast anchoring section length of coagulating anchoring agent notes dress is 2.5～3.0m, and the free segment length of annotating dress with slow setting anchoring agent is 6.5m～9.0m.
3, the injecting and mounting method of stretching anchor rod according to claim 1 is characterized in that: the tensioning fixation period is fast 6～9 hours of coagulating after the anchoring agent of packing into.
4, the injecting and mounting method of stretching anchor rod according to claim 1 is characterized in that: the described fast anchoring agent employing 8604-K3 anchoring agent of coagulating, 8604-M1 anchoring agent is adopted in slow setting anchoring agent.
5, the injecting and mounting method of stretching anchor rod according to claim 1, it is characterized in that: when carrying out the construction of underground chamber crown position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.25～0.26 soon, and slow setting anchoring agent 0.26, the stretch-draw period finishes back 6～7 hours for annotating dress.
6, the injecting and mounting method of stretching anchor rod according to claim 1, it is characterized in that: when carrying out the construction of abutment wall position, the water/binder ratio of stretching anchor rod slurries is: coagulate anchoring agent 0.27～0.275 soon, and slow setting anchoring agent 0.27～0.28, the stretch-draw period finishes back 8～9 hours for annotating dress.
7, the injecting and mounting method of stretching anchor rod according to claim 1 is characterized in that: when being used for when the abutment wall lateral aperture is constructed, the water/binder ratio of two kinds of anchoring agent is 0.3.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100589735A CN101413396A (en) | 2008-09-26 | 2008-09-26 | Injecting and mounting method of stretching anchor rod |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100589735A CN101413396A (en) | 2008-09-26 | 2008-09-26 | Injecting and mounting method of stretching anchor rod |
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| CN101413396A true CN101413396A (en) | 2009-04-22 |
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| CNA2008100589735A Pending CN101413396A (en) | 2008-09-26 | 2008-09-26 | Injecting and mounting method of stretching anchor rod |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101749041A (en) * | 2009-12-21 | 2010-06-23 | 惠兴田 | Dual-anchoring rod and construction method thereof |
| CN102031981A (en) * | 2010-11-19 | 2011-04-27 | 湖南科技大学 | Anchoring method of extensible anchor rod |
| CN106593499A (en) * | 2016-11-21 | 2017-04-26 | 中国水利水电第九工程局有限公司 | Construction method of prestressed anchor rods of underground powerhouse arch crown |
| CN107165002A (en) * | 2017-05-17 | 2017-09-15 | 中铁西北科学研究院有限公司 | A kind of grouting equipment and its construction method |
| CN108104852A (en) * | 2017-12-18 | 2018-06-01 | 中国矿业大学 | A kind of low stretch-draw anchor construction method for reducing loss of prestress |
| CN109778853A (en) * | 2019-03-08 | 2019-05-21 | 中国水利水电第七工程局有限公司 | Prestressed anchor injection forming construction method |
| CN111484285A (en) * | 2020-03-31 | 2020-08-04 | 中交隧道工程局有限公司 | Paste mortar for tunnel vault mortar anchor rod construction and grouting method thereof |
| CN111579229A (en) * | 2020-05-19 | 2020-08-25 | 中国水利水电科学研究院 | Test device for researching prestress transmission rule of anchor cable and working method thereof |
| CN114411820A (en) * | 2021-12-31 | 2022-04-29 | 中铁二十五局集团第二工程有限公司 | Construction method of slow-setting prestressed anti-floating anchor rod in karst micro-development area |
| CN114876540A (en) * | 2022-04-28 | 2022-08-09 | 中铁隧道局集团有限公司 | Hollow anchor rod reinforcement rapid construction method suitable for tunnel |
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2008
- 2008-09-26 CN CNA2008100589735A patent/CN101413396A/en active Pending
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101749041A (en) * | 2009-12-21 | 2010-06-23 | 惠兴田 | Dual-anchoring rod and construction method thereof |
| CN102031981A (en) * | 2010-11-19 | 2011-04-27 | 湖南科技大学 | Anchoring method of extensible anchor rod |
| CN102031981B (en) * | 2010-11-19 | 2012-12-05 | 湖南科技大学 | Anchoring method of extensible anchor rod |
| CN106593499A (en) * | 2016-11-21 | 2017-04-26 | 中国水利水电第九工程局有限公司 | Construction method of prestressed anchor rods of underground powerhouse arch crown |
| CN107165002A (en) * | 2017-05-17 | 2017-09-15 | 中铁西北科学研究院有限公司 | A kind of grouting equipment and its construction method |
| CN108104852A (en) * | 2017-12-18 | 2018-06-01 | 中国矿业大学 | A kind of low stretch-draw anchor construction method for reducing loss of prestress |
| CN108104852B (en) * | 2017-12-18 | 2019-05-14 | 中国矿业大学 | A kind of low stretch-draw anchor construction method reducing loss of prestress |
| CN109778853A (en) * | 2019-03-08 | 2019-05-21 | 中国水利水电第七工程局有限公司 | Prestressed anchor injection forming construction method |
| CN111484285A (en) * | 2020-03-31 | 2020-08-04 | 中交隧道工程局有限公司 | Paste mortar for tunnel vault mortar anchor rod construction and grouting method thereof |
| CN111579229A (en) * | 2020-05-19 | 2020-08-25 | 中国水利水电科学研究院 | Test device for researching prestress transmission rule of anchor cable and working method thereof |
| CN114411820A (en) * | 2021-12-31 | 2022-04-29 | 中铁二十五局集团第二工程有限公司 | Construction method of slow-setting prestressed anti-floating anchor rod in karst micro-development area |
| CN114876540A (en) * | 2022-04-28 | 2022-08-09 | 中铁隧道局集团有限公司 | Hollow anchor rod reinforcement rapid construction method suitable for tunnel |
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Open date: 20090422 |