CN109837895A - A kind of big pressure dispersing anchorage cable construction of depth - Google Patents
A kind of big pressure dispersing anchorage cable construction of depth Download PDFInfo
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- CN109837895A CN109837895A CN201910193863.8A CN201910193863A CN109837895A CN 109837895 A CN109837895 A CN 109837895A CN 201910193863 A CN201910193863 A CN 201910193863A CN 109837895 A CN109837895 A CN 109837895A
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Abstract
The present invention relates to the anchoring construction of deep big pressure dispersing anchorage cable, i.e., the constructions of a kind of big anchor force pressure dispersing anchorage cable of the big depth of major diameter.The pressure dispersing anchorage cable construction includes following process flow: pore-creating, pressure dispersing anchorage cable anchor cable system are made to pour with installation, anchor rope grouting, anchor pier, prestressed anchor cable stretching, anchor cable stress monitoring, compensate tensioning, sealing of hole rockfill grouting, the protection of outer anchor head.Pressure dispersing anchorage cable anchoring is carried out using the construction, steel strand wires are more, and anchor hole diameter is bigger, and magmatic rock intensity is higher, it can provide biggish anchor force, keep structure stress uniform, makes pressure dispersing anchorage cable that there is better anchoring property, and have better safety, reliability, mechanization degree is high, it solves many problems in construction, and substantially reduces the duration, reduce engineering cost.
Description
Technical field
The present invention relates to a kind of big depth pressure dispersed anchor cable construction technologies of major diameter, belong to pressure dispersing anchorage cable anchor
Gu engineering field technical field.
Background technique
With a large amount of progress of builds to foundation engineering, the anchorage cable anchoring power needed on many slope projects is increasing, because
The big depth pressure dispersed anchor cable of this major diameter starts to be applied in engineering, it has many advantages such as: (1) structure more adduction
Reason, safety of structure are more preferable.The steel strand wires quantity of deep big pressure dispersing anchorage cable unit anchor cable is two or more, so that structure
Safety is more preferable；(2) bigger anchor force can be provided.By increasing anchor hole diameter, magmatic rock interface binding intensity and list are improved
First anchor cable steel strand wires quantity, so that the available anchor force of unit anchor cable is bigger；(3) there is good antiseptic property.Steel strand wires
Surrounding has smeared grease, and has high density polyethylene (HDPE) protection；(4) engineering cost is saved, by the increase of anchorage cable anchoring power, so that
The anchor cable amount of requirement of engineering is reduced, to save cost；(5) requirement of engineering is met.Many engineering constructions need bigger
The anchor hole diameter depth bigger with drilling, this has been provided may.
But there are many problem, its different and usual pressure dispersed anchor cables to construct for such anchor cable construction, and large diameter anchor is applied
Work is always a problem, is easy to appear collapse hole phenomenon, influences drilling efficiency；Anchor force is bigger, and steel strand wires are more easily broken；Magmatic rock
Interfacial adhesion is easily destroyed under the conditions of big anchor force；Each unit anchor cable steel strand tension is asynchronous, will lead to tensile load
Problem of non-uniform.Therefore the big easy problem of depth pressure dispersed anchor cable of these major diameters is solved in the construction process, grind
Study carefully important link of the reasonable construction as the big depth pressure dispersed anchor cable construction success or not of major diameter.
Summary of the invention
Technical problem: the present invention provides a kind of big to solve the big pressure dispersing anchorage cable construction problem of existing depth
Anchor force, big depth, higher, more scientific and reasonable, the highly efficient economic deep big pressure dispersing type anchor of the safety of major diameter
Rope construction.
Technical solution: a kind of big pressure dispersing anchorage cable construction of depth of the invention mainly includes following technical process:
First step pore-creating: pore-creating is carried out with pipe boring method using down-hole hammer eccentric, is reduced using casing retaining wall
Depth collapse hole phenomenon caused greatly, overcomes the problems, such as that large diameter borehole is constructed；
Second step anchor cable system makees and installation: deep big pressure dispersing anchorage cable production uses three and the above steel strand wires, holds
Support plate arranges that more eyelets to be anchored steel strand wires, make pressure dispersing anchorage cable have higher safety, reduces due to steel strand wires
Anchor cable caused by being broken destroys, and anchorage cable anchoring power can be improved；
Third step anchor rope grouting: strong with the bonding for reaching raising magmatic rock interface using the grouting mode of secondary pressure slip casting
Degree, improves the anchor force of pressure dispersing anchorage cable；
4th step anchor pier pours: wet curing is carried out using common anchor pier formwork erection and concrete placings method, and to anchor pier, with
Reach the locking and protective effect to anchor cable；
5th step prestressed anchor cable stretching: same to reach each steel strand tension using the tensioning process of difference load tensioning
Walk and improve the requirement of anchoring efficiency；
6th step anchor cable stress monitoring: anchor cable internal force is measured using vibratory string dynamometer, to monitor prestressd anchor cable size；
7th step compensates tensioning: using the method for the direct integral tension of jack, according to anchor cable stress monitoring result to pre-
The biggish anchor cable of stress loss compensates tensioning, and anchor cable is made to reach the requirement of design anchor force；
8th step sealing of hole rockfill grouting: sealing of hole is carried out to anchor hole using the identical material and technology with slip casting, is protected with reaching
Protect the requirement of anchor cable；
The outer anchor head protection of 9th step: it is protected using the external anchor head of the method for concrete sealing off and covering anchorage, prevents anchor head from corroding.
Wherein:
The down-hole hammer eccentric drills with pipe specifically:
(1) should be fixed according to specific Rock And Soil situation with aperture depth when straight pricker aperture, it is essentially not influence casing
If Rock And Soil itself can be bored directly in the case where placement again, crept into as far as possible using straight pricker；
(2) integrity, the fixing for checking casing joint and the safety that should check casing on before casing, since casing is
Anti- wave tooth male and female tooth form should be refused to use to the casing joint of the casing and wear down that have damage；
(3) casing shoe is the critical component of power of being hit, and a new shoe at most uses a 50~60m's in principle
With pipe depth, hole, the pore-creating time longer hole that hardly possible is made should be crept into mention after certain depth according to the actual situation and bore tube drawing and change
With pipe-following drilling again again after new shoe, new eccentric bit；
(4) feed oil pressure, the feeding rate of air quantity, wind pressure and drilling machine be should try to control in pipe-following drilling, machine hand should be as far as possible
The reasonable employment degree that grasp air quantity, wind pressure, rate of penetration three coordinate meets drilling parameter；
(5) check whether lateral pin, the eccentric block of eccentric bit meet the safety for continuing drilling after pipe-following drilling to certain depth
Property require, the accessory that should more renew immediately if being unsatisfactory for；It in principle each time must after continuous pipe-following drilling depth to 10~15m
The service condition bored and check eccentric drilling device, impactor etc. must be proposed；
(6) for and its complicated engineering geological condition, to the straight pricker for using 135~138 instead creep into after 15~20m
Also the safety bored and check drilling tool must be proposed；
(7) it can not continue to creep into if Rock And Soil is still very broken after using straight pricker drilling instead, two kinds for the treatment of measures can be used:
It can continue to follow up no more than 55~60m and in the case that casing can follow up with pipe depth, if being difficult drilling depth in follow-up, can adopt
It takes and continues to creep by normal eccentric bit pipe-following drilling technique again again after casing all to be extracted to reduction resistance, if Shang Buneng is solved
It certainly can only then take the mode of grouting for braced wall；Straight grouting for braced wall after boring certain depth.
The deep big pressure dispersing anchorage cable production and installation:
(1) deep big pressure dispersing anchorage cable is made of multiple groups anchor head, and every group of anchor head includes loading plate, single anchor head, anchor head number
Mesh and composite structure are selected according to engineering Geological Characteristics and anchor cable tonnage size.Every group of anchor head connects three and the above steel twists
Line；
(2) steel strand wires use non-bending steel cable, must meet standard and must test；
(3) steel strand wires and anchor head position of fixity electrical connection should check one by one after molding and squeeze anchor head appearance, and measure outside it
Diameter size, and carry out necessary pull test；
(3) n-th group steel wire length=drilling depth-is away from the 1st group of anchor head distance+anchor pier thickness+anchorage and dynamometry
Count thickness+tensioning length；
(4) anchor cable is worked out according to design structure, using isolating frame boundling.Isolating frame spacing is generally in grouted part
1.0~1.5m, the interior generally 1.5~2.0m of tensioning section, but it is not preferably greater than 3m；
(5) Grouting Pipe should meet design requirement, have sufficient intensity, and secondary grouting bottom of the tube is preparatory when secondary pressure slip casting
It is shut with stopper or other means, and makes floral tube every 250mm or so anchoring section overall length upwards since pipe end 500mm,
Eye diameter is not less than 8mm, and the eyelet external application rubber membrane in anchoring section is disposed, and prevents slurries from flowing backwards；
(6) in assembling process, steel strand wires to arrange it is smooth, do not twist together, steel strand wires and filling, return pipe etc. are bundled into one
Beam, binding silk must not use the cladding or coating of nonferrous materials；
(7) when entering hole placement dowel body, it should prevent dowel body from squeezing, bending or torsion, dowel body enter hole inclination angle and orientation
It should be consistent with the inclination angle of anchor hole and orientation, it is desirable that shake, torsion and vibration are forbidden in smooth push.
The anchor cable secondary pressure slip casting:
(1) secondary pressure grouting construction process is used, and using the material that matches and equipment, the Grouting Pipe of use can be
Single anchor cable hole continuous grouting is completed in 1 hour；
(2) cement: selecting 52.5 grades of ordinary portland cements, suitable fine sand can be optionally mixed in cement slurry, infuses
It starches anchoring body compressive strength standard value and is not less than 40MPa；
(3) it is 0.45~0.50, fluidity<30s, in pipeline exit fluidity>50s, initial set that slurries, which select the ratio of mud,
Time is that the cement slurry of 3~4h is irrigated；
(4) between 0.5~1.0MPa of first time grouting pressure, the grout outlet of Grouting Pipe should be inserted into away from 300~500mm of bottom hole
Place, slurries continuous pouring from bottom to top；
(5) secondary high-pressure slip-casting of anchoring body should carry out after the body of cement intensity initial set that once grouting is formed, before final set；
(6) slurries sampling test must be carried out, every 30 anchor cables of the test block of slurry ruggedness test should not be less than one group, every group
6 test blocks should not be less than.
The anchor pier pours:
(1) examined according to reinforcement fabrication and installation, billet installation, anchor pier formwork erection and concrete placings, concrete Sampling Intensity,
The process of form removable, concrete curing and surface protection is poured；
(2) it according to drawing requirement welded steel fabric or layer and is fixed in skeleton reinforcing steel bar, welding quality meets the requirements.Welding
In the process, steel strand wires must not be damaged；
(3) according to drawing anchor pier size formwork erection between billet and bedrock surface, after testing position is qualified, casting concrete, side
It pours side to be vibrated with vibrating spear, fill closely knit；
(4) dismounting of not load-bearing Side shuttering reaches 2.5MPa or more in concrete strength, and can guarantee its surface and rib
When angle is not damaged because of demoulding, it can remove；
(5) concrete surface uses wet curing method, carries out continuous maintenance during maintenance to keep surface wettability.
The anchor cable difference load tensioning:
(1) using the difference load tensioning process of integral tension after first unit tensioning, single tendon stretch and integral tension are used
Using different model jack；
(2) tensioning process process is as follows: wear anchor → preload tensioning → classification cycle be stretched to design load → ultra stretching →
Locking；
(3) when pre-tightening tensioning, since pressure dispersing anchorage cable is using the construction work of integral tension after the different lotus tensioning of first unit
Skill then must obtain the initial load of each unit according to the theoretical calculation of integral tension after the different lotus tensioning of first unit, each unit
Initial load is different；
(4) classification cycle tensile load is respectively 0.25,0.5,0.75,1.0 times of design work load P, and classification cycle
Tensioning should be completed within same working hour, otherwise answer off-load successively tensioning again again；
(5) continue to be loaded onto mP locking on the basis of design work load P, i.e. P → mP stablizes 10~20min；Overload peace
Dress Coefficient m takes 1.05~1.1 as required.
The anchor cable stress monitoring:
(1) according to requiring, anchor dynamometer is installed, the situation of change of prestressd anchor cable is monitored, for compensation tensioning and grasp
Later period anchor cable stress loss situation provides foundation；
(2) firsthand information monitored should include prestress loss value and stress-strain curve.
The compensation tensioning:
(1) after locking in 48h or after anchor cable stress loss is basicly stable, if monitoring, the loss of prestress of anchor cable is more than
When designing the 10% of stretching force, tensioning is compensated to anchor cable；
(2) compensation tensioning is that single tension is to ultra stretching load on the basis of lock value, i.e. " practical stretching force → super
Pulling force mP ".
The sealing of hole rockfill grouting:
(1) after anchor rope grouting sealing of hole 7d, the isolation of also reply aperture section shrinks part, carries out mending envelope slip casting；
(2) sealing of hole rockfill grouting material is identical as the material that anchoring section is in the milk, and grouting requires same anchor rope grouting.
The outer anchor head protection:
(1) protection of outer anchor head is according to requiring using rigid protective i.e. concrete structure sealing off and covering anchorage；
(2) the steel strand wires length outside outer anchor head anchorage is retained by no less than 10cm, rest part excision；
(3) thickness of outer anchor head concrete sealing off and covering anchorage, concrete design strength C25, protection is not less than 10cm.
The utility model has the advantages that deep big pressure dispersing anchorage cable construction uses bias with tube method drilling and forming hole, pore-forming is improved
Efficiency simultaneously solves large diameter anchor drilling construction problem, such as overcomes the problems, such as collapse hole；Anchor cable can be improved by expanding bore diameter
Anchor force, to reduce material, to a certain extent, the construction of major diameter pressure dispersing anchorage cable can reduce engineering cost；It is logical
Crossing secondary pressure slip casting can be improved magmatic rock adhesion strength, to improve the anchoring property of pressure dispersing anchorage cable.
Detailed description of the invention
More intuitively explanation is made to the present invention with reference to the accompanying drawing.
Fig. 1 is present invention bias with pipe drilling machine schematic diagram.
Have in figure: impactor 1, casing 2, orientating device 3, shoe 4, center bit 5, off-balance bit 6.
Fig. 2 is anchorage cable stretching schematic diagram of the present invention.
Have in figure: dynamometry readout instrument 7, dial gauge 8, steel strand wires 9, dynamometer 10, jack 11, oil pump 12.
Specific embodiment
Embodiment: Nanning City five uses the pressure of big depth major diameter as new district commercial affairs street foundation pit (side slope), this excavation slope
Power dispersed anchor cable, engineering method includes drilling, anchor cable system makees and installation, anchor rope grouting, anchor pier pour, prestress anchorage cable is opened
Drawing, anchor cable stress monitoring, compensation tensioning, sealing of hole rockfill grouting, the protection of outer anchor head, specific process step and corresponding requirements are such as
Under:
(1) it drills
1. anchor hole requires:
Boring aperture, hole depth cannot be less than design value, and dip angle of hole, azimuth should meet design requirement.It is specifically wanted
Allowable error of summing is as follows:
1. the deviation of hole location should not exceed 50mm；
2. anchor hole inclination angle, azimuth meet design requirement, anchor hole error of tilt should not exceed 3 °, whole hole hole axle axis deviation
Rate is not greater than the 2% of anchor cable length, and azimuth angle deviation is not greater than 3 °；
3. drilling depth is no less than anchorage cable design length, anchor cable length 500mm is not also designed preferably greater than；
4. drilling finishes, with compress wind wash boring, until outlet air is returned in aperture, feel continues 5~10min, hole without dust
Interior sediment is not more than 20cm.
2. eccentric casing drilling key points for operation
1. should be fixed according to specific Rock And Soil situation with aperture depth when straight pricker aperture, it is essentially not influence casing peace
If Rock And Soil itself can be bored directly in the case where putting again, crept into as far as possible using straight pricker；
2. the integrity of casing, the fixing for checking casing joint and safety should be checked before upper casing, to what is had damage
The casing joint of casing and wear down should be refused to use (since casing is anti-wave tooth male and female tooth form)；
3. casing shoe is the critical component of power of being hit, a new shoe at most uses a 50~60m's in principle
With pipe depth, hole, the pore-creating time longer hole that hardly possible is made should be crept into mention after certain depth according to the actual situation and bore tube drawing and change
With pipe-following drilling again again after new shoe, new eccentric bit；
4. should try to control the feed oil pressure of air quantity, wind pressure and drilling machine, feeding rate in pipe-following drilling, machine hand should be slapped as far as possible
Hold air quantity, wind pressure, rate of penetration three coordinate reasonable employment degree meet drilling parameter；
5. checking whether lateral pin, the eccentric block of eccentric bit meet the safety for continuing drilling after pipe-following drilling to certain depth
It is required that the accessory that should more renew immediately if being unsatisfactory for.It is necessary after continuous pipe-following drilling depth to 10~15m each time in principle
Propose the service condition bored and check eccentric drilling device, impactor etc.；
6. for and its complicated engineering geological condition, to the straight pricker for using 135~138 instead creep into after 15~20m
Also the safety bored and check drilling tool must be proposed；
If two kinds for the treatment of measures can be used 7. Rock And Soil is still very broken after using straight pricker drilling instead can not continue to creep into:
It can continue to follow up no more than 55~60m and in the case that casing can follow up with pipe depth, if being difficult drilling depth in follow-up, can adopt
It takes and continues to creep by normal eccentric bit pipe-following drilling technique again again after casing all to be extracted to reduction resistance, if Shang Buneng is solved
It certainly can only then take the mode of grouting for braced wall；Straight grouting for braced wall after boring certain depth.
(2) deep big pressure dispersing anchorage cable production and installation
1. non-bending steel cable and anti-corrosion grease should meet " unbonded prestressing tendon anti-corrosion grease " JG3007-93,
" un-bonded prestressed steel strand " JG161-2004 standard requirements；
2. guiding cap 20mm should should be exceeded by design length and position of sound production Grouting Pipe, Grouting Pipe；
3. by grow and it is short successively install each group supporting body bearing plate, p-type extruding anchor and the guiding cap at anchor cable end, p-type anchor
P-type anchorage diameter should meet design requirement after operation oil pressure and extruding when extruding；
4. using the gap between epoxy resin seal and pressure bearing plate and steel strand wires, P anchor upper surface and Grouting Pipe；
5. isolating frame spacing is generally 1.0~1.5m, generally 1.5~2.0m in tensioning section in grouted part, but unsuitable
Greater than 3m；
6. grout stop installation site should meet design requirement, scale error is not more than ± 50mm, and by grout stop and cable body
Sealing is fixed.
(3) anchor rope grouting
1. use secondary high-pressure slip-casting, first time slip casting will give stop grouting plug slip casting, and stop grouting plug grouting pressure preferably controls
No more than 1Mpa, exhaust pipe is sealed when stop grouting plug exhaust pipe pulp and carries out closing slurry in 1~2 minute, stop grouting plug is then shut off and infuses
Slurry；
2. between first time 0.5~1.0MPa of grouting pressure, the grout outlet of Grouting Pipe should be inserted into away from 300~500mm of bottom hole
Place, slurries continuous pouring from bottom to top；
3. the secondary high-pressure slip-casting of anchoring body should after the body of cement intensity initial set that once grouting is formed, it is (general before final set
For 2 hours after the completion of once grouting) it carries out；
4. second of grouting pressure should control between 1.5~5.0MPa, the control of anchoring section plasma volume is in 50Kg/m, to protect
Card splitting mass effect, should take double amount control measure of pressure and plasma volume according to design requirement；
5. every 30 anchor cables of the test block of slurry ruggedness test should not be less than one group, every group should not be less than 6 test blocks.
(4) anchor pier pours:
(1) examined according to reinforcement fabrication and installation, billet installation, anchor pier formwork erection and concrete placings, concrete Sampling Intensity,
The process of form removable, concrete curing and surface protection is poured；
(2) it according to drawing requirement welded steel fabric or layer and is fixed in skeleton reinforcing steel bar, welding quality meets the requirements.Welding
In the process, steel strand wires must not be damaged；
(3) according to drawing anchor pier size formwork erection between billet and bedrock surface, after testing position is qualified, casting concrete, side
It pours side to be vibrated with vibrating spear, fill closely knit；
(4) dismounting of not load-bearing Side shuttering reaches 2.5MPa or more in concrete strength, and can guarantee its surface and rib
When angle is not damaged because of demoulding, it can remove；
(5) concrete surface uses wet curing method, carries out continuous maintenance during maintenance to keep surface wettability.
(5) prestressed anchor cable stretching
1. to compare tensioning process before tensioning calculates theoretical stretching extension value, theory of correspondences elongation carries out tensioning；
2. anchorage cable stretching is strong in the carrying that anchor cable slurries Seed harvest 7 days intensity of resistance to compression reaches 30MPa and anchor pier concrete etc.
Degree carries out after reaching design requirement；
3. anchorage cable stretching equipment, instrument such as electric oil pump, jack, pressure gauge, dynamometer etc. meet tensioning requirement,
Calibration finishes and obtains stretching force-pressure gauge (dynamometer) reading relation curve before tensioning.Anchor clamp detection is qualified；
4. requiring selection single tendon stretch or integral tension mode according to anchor cable structure.First single straightening, steel strand wires when tensioning
Stretch value when straightening is not counted in steel strand wires actual elongation value；
Based on 5. anchorage cable stretching is used and is controlled with stretching force, dual control operating method that stretch value is checked.Work as actual elongation value
When greater than calculated extension value 10% or less than 5%, ascertains the reason and continue tensioning after taking measures；
6. during anchorage cable stretching, load and unloading are slowly steady, and loading speed is per minute no more than design stress
10%, rate of debarkation is per minute no more than the 20% of design stress；
7. maximum stretching force is no more than the 75% of prestress wire strength standard value.
(6) anchor cable stress monitoring
1. the monitoring of prestressd anchor cable preferably uses steel chord type, resistance-strain type or fluid pressure type dynamometer, monitoring instrument should have
There are good stability and long-term work performance；
2. should be the 5% of engineering anchor cable total amount to permanent anchor pole according to the monitoring quantity of code requirement prestress anchorage cable
~10%；
3. the monitoring of anchor cable pulling force preferably measures once daily installing in the initial 10d after dynamometer, 11~30d is suitable
Every 3d measurement is primary, and monthly measurement is primary later；
4. occurring to dash forward when meeting rainfall, closing on stratum excavation, adjacent anchor pole tensioning, concussion of blasting and pulling force measurement result
When change, Ying Jiami monitoring frequency；
5. same when prestressd anchor cable monitors should not be less than 12 months.
(7) tensioning is compensated:
(1) after locking in 48h or after anchor cable stress loss is basicly stable, if monitoring, the loss of prestress of anchor cable is more than
When designing the 10% of stretching force, tensioning is compensated to anchor cable；
(2) compensation tensioning is that single tension is to ultra stretching load on the basis of lock value, i.e. " practical stretching force → super
Pulling force mP ".
(8) sealing of hole rockfill grouting:
(1) after anchor rope grouting sealing of hole 7d, the isolation of also reply aperture section shrinks part, carries out mending envelope slip casting；
(2) sealing of hole rockfill grouting material is identical as the material that anchoring section is in the milk, and grouting requires same anchor rope grouting.
(9) outer anchor head safeguard measure
1. the steel strand wires length outside outer anchor head anchorage is retained by no less than 10cm, rest part excision；
2. outer anchor head concrete sealing off and covering anchorage.Concrete design strength is C25, and the thickness of protection is not less than 10cm.
Claims (10)
1. a kind of big pressure dispersing anchorage cable construction of depth, it is characterised in that the engineering method mainly includes following technical process:
First step pore-creating: pore-creating is carried out with pipe boring method using down-hole hammer eccentric, reduces depth using casing retaining wall
Collapse hole phenomenon caused by big overcomes the problems, such as that large diameter borehole is constructed；
Second step anchor cable system makees and installation: deep big pressure dispersing anchorage cable production uses three and the above steel strand wires, loading plate
More eyelets are arranged to be anchored steel strand wires, make pressure dispersing anchorage cable that there is higher safety, are reduced since steel strand wires are broken
Caused anchor cable destroys, and anchorage cable anchoring power can be improved；
Third step anchor rope grouting: using the grouting mode of secondary pressure slip casting, to reach the adhesion strength for improving magmatic rock interface,
Improve the anchor force of pressure dispersing anchorage cable；
4th step anchor pier pours: wet curing is carried out using common anchor pier formwork erection and concrete placings method, and to anchor pier, to reach
Locking and protective effect to anchor cable；
5th step prestressed anchor cable stretching: synchronous simultaneously to reach each steel strand tension using the tensioning process of difference load tensioning
Improve the requirement of anchoring efficiency；
6th step anchor cable stress monitoring: anchor cable internal force is measured using vibratory string dynamometer, to monitor prestressd anchor cable size；
7th step compensates tensioning: using the method for the direct integral tension of jack, according to anchor cable stress monitoring result to prestressing force
It loses biggish anchor cable and compensates tensioning, anchor cable is made to reach the requirement of design anchor force；
8th step sealing of hole rockfill grouting: sealing of hole is carried out to anchor hole using the identical material and technology with slip casting, to reach protection anchor
The requirement of rope；
The outer anchor head protection of 9th step: it is protected using the external anchor head of the method for concrete sealing off and covering anchorage, prevents anchor head from corroding.
2. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the down-hole hammer is inclined
The heart drills with pipe specifically:
(1) should be fixed according to specific Rock And Soil situation with aperture depth when straight pricker aperture, it is essentially not influence casing placement
If Rock And Soil itself can be bored directly again in the case where, be crept into as far as possible using straight pricker；
(2) integrity, the fixing for checking casing joint and the safety that should check casing on before casing, since casing is anti-wave
Tooth male and female tooth form should be refused to use to the casing joint of the casing and wear down that have damage；
(3) casing shoe is the critical component of power of being hit, in principle a new shoe at most use a 50~60m with pipe
Depth should creep into hardly possible hole, the pore-creating time longer hole made to mention after certain depth according to the actual situation and bore tube drawing and use instead newly
Shoe, pipe-following drilling again again after new eccentric bit；
(4) feed oil pressure, the feeding rate of air quantity, wind pressure and drilling machine be should try to control in pipe-following drilling, machine hand should be grasped as far as possible
The reasonable employment degree that air quantity, wind pressure, rate of penetration three coordinate meets drilling parameter；
(5) check whether lateral pin, the eccentric block of eccentric bit meet the safety for continuing to creep into and want after pipe-following drilling to certain depth
It asks, the accessory that should more renew immediately if being unsatisfactory for；It must be mentioned after continuous pipe-following drilling depth to 10~15m each time in principle
Bore the service condition for checking eccentric drilling device, impactor etc.；
(6) for and its complicated engineering geological condition, to the straight pricker for using 135~138 instead creep into also must after 15~20m
The safety bored and check drilling tool must be proposed；
(7) it can not continue to creep into if Rock And Soil is still very broken after using straight pricker drilling instead, two kinds for the treatment of measures can be used: with pipe
Depth be no more than 55~60m and casing can continue to follow up in the case where capable of following up, if being difficult drilling depth in follow-up, can take by
Casing is continued to creep by normal eccentric bit pipe-following drilling technique again again after all extracting reduction resistance, if it not can solve still
The mode of grouting for braced wall can only be taken；Straight grouting for braced wall after boring certain depth.
3. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the big pressure of the depth
Dispersed anchor cable production and installation:
(1) deep big pressure dispersing anchorage cable is made of multiple groups anchor head, and every group of anchor head includes loading plate, single anchor head, anchor head number and
Composite structure is selected according to engineering Geological Characteristics and anchor cable tonnage size.Every group of anchor head connects three and the above steel strand wires；
(2) steel strand wires use non-bending steel cable, must meet standard and must test；
(3) steel strand wires and anchor head position of fixity electrical connection should check one by one after molding and squeeze anchor head appearance, and measure its outer diameter ruler
It is very little, and carry out necessary pull test；
(3) n-th group steel wire length=drilling depth-is thick away from the 1st group of anchor head distance+anchor pier thickness+anchorage and dynamometer
Degree+tensioning length；
(4) anchor cable is worked out according to design structure, using isolating frame boundling.Isolating frame spacing is generally 1.0 in grouted part
~1.5m, the interior generally 1.5~2.0m of tensioning section, but it is not preferably greater than 3m；
(5) Grouting Pipe should meet design requirement, have sufficient intensity, and secondary grouting bottom of the tube uses wood in advance when secondary pressure slip casting
Plug or other means is shut, and makes floral tube, eyelet every 250mm or so anchoring section overall length upwards since pipe end 500mm
Diameter is not less than 8mm, and the eyelet external application rubber membrane in anchoring section is disposed, and prevents slurries from flowing backwards；
(6) in assembling process, steel strand wires to arrange it is smooth, do not twist together, steel strand wires and filling, return pipe etc. are bundled into a branch of, tied up
Tied silk must not use the cladding or coating of nonferrous materials；
(7) when entering hole and placing dowel body, it should prevent dowel body from squeezing, bending or torsion, dowel body enters hole inclination angle and orientation should be with
The inclination angle of anchor hole is consistent with orientation, it is desirable that shake, torsion and vibration are forbidden in smooth push.
4. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the anchor cable is secondary
Slip casing by pressure:
(1) secondary pressure grouting construction process is used, and using the material and equipment to match, the Grouting Pipe of use can be small 1
When interior complete single anchor cable hole continuous grouting；
(2) cement: 52.5 grades of ordinary portland cements are selected, suitable fine sand, slip casting anchor can be optionally mixed in cement slurry
Solid compressive strength standard value is not less than 40MPa；
(3) it is 0.45~0.50, fluidity<30s, in pipeline exit fluidity>50s, presetting period that slurries, which select the ratio of mud,
It is irrigated for the cement slurry of 3~4h；
(4) between 0.5~1.0MPa of first time grouting pressure, the grout outlet of Grouting Pipe should be inserted into away from 300~500mm of bottom hole,
Slurries continuous pouring from bottom to top；
(5) secondary high-pressure slip-casting of anchoring body should carry out after the body of cement intensity initial set that once grouting is formed, before final set；
(6) slurries sampling test must be carried out, every 30 anchor cables of the test block of slurry ruggedness test should not be less than one group, and every group is not answered
Less than 6 test blocks.
5. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the anchor pier pours:
(1) it is examined according to reinforcement fabrication and installation, billet installation, anchor pier formwork erection and concrete placings, concrete Sampling Intensity, template
The process of dismounting, concrete curing and surface protection is poured；
(2) it according to drawing requirement welded steel fabric or layer and is fixed in skeleton reinforcing steel bar, welding quality meets the requirements.Welding process
In, steel strand wires must not be damaged；
(3) according to drawing anchor pier size formwork erection, after testing position is qualified, casting concrete, while pouring between billet and bedrock surface
While being vibrated with vibrating spear, fill closely knit；
(4) dismounting of not load-bearing Side shuttering reaches 2.5MPa or more in concrete strength, and can guarantee its surface and corner angle not
When being damaged because of demoulding, it can remove；
(5) concrete surface uses wet curing method, carries out continuous maintenance during maintenance to keep surface wettability.
6. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the anchor cable difference
Load tensioning:
(1) it using the difference load tensioning process of integral tension after first unit tensioning, is used using single tendon stretch and integral tension
Different model jack；
(2) tensioning process process is as follows: wearing anchor → preload tensioning → classification cycle and is stretched to design load → ultra stretching → locking；
(3) when pre-tightening tensioning, since pressure dispersing anchorage cable is using the construction technology of integral tension after the different lotus tensioning of first unit, then
The initial load of each unit, the initial lotus of each unit must be obtained according to the theoretical calculation of integral tension after the different lotus tensioning of first unit
It carries different；
(4) classification cycle tensile load is respectively 0.25,0.5,0.75,1.0 times of design work load P, and classification cycle tensioning
It should be completed within same working hour, otherwise answer off-load successively tensioning again again；
(5) continue to be loaded onto mP locking on the basis of design work load P, i.e. P → mP stablizes 10~20min；Overload installation system
Number m takes 1.05~1.1 as required.
7. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the anchor cable stress
Monitoring:
(1) according to requiring, anchor dynamometer is installed, the situation of change of prestressd anchor cable is monitored, for compensation tensioning and grasp the later period
Anchor cable stress loss situation provides foundation；
(2) firsthand information monitored should include prestress loss value and stress-strain curve.
8. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the compensation tensioning:
(1) after locking in 48h or after anchor cable stress loss is basicly stable, if monitoring, the loss of prestress of anchor cable is more than design
Stretching force 10% when, tensioning is compensated to anchor cable；
(2) compensation tensioning be on the basis of lock value single tension to ultra stretching load, i.e. " practical stretching force → ultra stretching power
mP”。
9. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the sealing of hole backfill
Grouting:
(1) after anchor rope grouting sealing of hole 7d, the isolation of also reply aperture section shrinks part, carries out mending envelope slip casting；
(2) sealing of hole rockfill grouting material is identical as the material that anchoring section is in the milk, and grouting requires same anchor rope grouting.
10. the big pressure dispersing anchorage cable construction of depth according to claim 1, it is characterised in that the outer anchor head is protected
Shield:
(1) protection of outer anchor head is according to requiring using rigid protective i.e. concrete structure sealing off and covering anchorage；
(2) the steel strand wires length outside outer anchor head anchorage is retained by no less than 10cm, rest part excision；
(3) thickness of outer anchor head concrete sealing off and covering anchorage, concrete design strength C25, protection is not less than 10cm.
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Cited By (9)
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| CN110306574A (en) * | 2019-07-18 | 2019-10-08 | 广东厚普建设工程有限公司 | A kind of construction prestressed cable method |
| CN110823631A (en) * | 2019-12-04 | 2020-02-21 | 尹与瑗 | Concrete core drilling machine |
| CN112176994A (en) * | 2020-08-22 | 2021-01-05 | 浙江华东工程咨询有限公司 | Prestressed anchor cable structure suitable for broken rock mass and construction method thereof |
| CN113152284A (en) * | 2021-03-04 | 2021-07-23 | 苏州科大岩土工程技术有限公司 | Anchor cable construction method |
| CN113417568A (en) * | 2021-06-23 | 2021-09-21 | 深圳市工勘岩土集团有限公司 | Full-casing following pipe anchoring construction equipment for loose stone filling slope anchor cable eccentric down-the-hole hammer |
| CN113529704A (en) * | 2021-06-23 | 2021-10-22 | 深圳市工勘岩土集团有限公司 | Construction method for forming anchor by using eccentric down-the-hole hammer full casing pipe of anchor cable on loose stone filling slope |
| CN114183180A (en) * | 2021-12-17 | 2022-03-15 | 辽宁有色勘察研究院有限责任公司 | Down-placing tool and down-placing method for deep hole cross-fault Newton force NPR anchor cable |
| CN114233350A (en) * | 2021-12-20 | 2022-03-25 | 西南交通大学 | Mechanical rapid construction method of prestressed anchoring system in soft rock tunnel |
| CN115125947A (en) * | 2022-06-09 | 2022-09-30 | 中煤江南建设发展集团有限公司 | Construction process of pre-stressed anchor cable for deep pit support |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306574A (en) * | 2019-07-18 | 2019-10-08 | 广东厚普建设工程有限公司 | A kind of construction prestressed cable method |
| CN110823631A (en) * | 2019-12-04 | 2020-02-21 | 尹与瑗 | Concrete core drilling machine |
| CN112176994A (en) * | 2020-08-22 | 2021-01-05 | 浙江华东工程咨询有限公司 | Prestressed anchor cable structure suitable for broken rock mass and construction method thereof |
| CN112176994B (en) * | 2020-08-22 | 2021-09-28 | 浙江华东工程咨询有限公司 | Construction method of prestressed anchor cable structure suitable for broken rock mass |
| CN113152284A (en) * | 2021-03-04 | 2021-07-23 | 苏州科大岩土工程技术有限公司 | Anchor cable construction method |
| CN113417568A (en) * | 2021-06-23 | 2021-09-21 | 深圳市工勘岩土集团有限公司 | Full-casing following pipe anchoring construction equipment for loose stone filling slope anchor cable eccentric down-the-hole hammer |
| CN113529704A (en) * | 2021-06-23 | 2021-10-22 | 深圳市工勘岩土集团有限公司 | Construction method for forming anchor by using eccentric down-the-hole hammer full casing pipe of anchor cable on loose stone filling slope |
| CN114183180A (en) * | 2021-12-17 | 2022-03-15 | 辽宁有色勘察研究院有限责任公司 | Down-placing tool and down-placing method for deep hole cross-fault Newton force NPR anchor cable |
| CN114233350A (en) * | 2021-12-20 | 2022-03-25 | 西南交通大学 | Mechanical rapid construction method of prestressed anchoring system in soft rock tunnel |
| CN114233350B (en) * | 2021-12-20 | 2022-07-19 | 西南交通大学 | Mechanical rapid construction method of prestressed anchoring system in soft rock tunnel |
| CN115125947A (en) * | 2022-06-09 | 2022-09-30 | 中煤江南建设发展集团有限公司 | Construction process of pre-stressed anchor cable for deep pit support |
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