CN106907169A - A kind of pressure dispersing anchorage cable and its construction method in Super-large-section tunnel supporting - Google Patents
A kind of pressure dispersing anchorage cable and its construction method in Super-large-section tunnel supporting Download PDFInfo
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- CN106907169A CN106907169A CN201710179054.2A CN201710179054A CN106907169A CN 106907169 A CN106907169 A CN 106907169A CN 201710179054 A CN201710179054 A CN 201710179054A CN 106907169 A CN106907169 A CN 106907169A
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0093—Accessories
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention proposes a kind of pressure dispersing anchorage cable and its construction method in extra-large cross-section bored tunnel supporting, belong to field of engineering technology, it is aided with the anchor lock of tensioning including steel strand wires, to the steel strand wires, steel strand wires is divided into the pressure dissipation device of free segment and anchoring section, the free segment is connected to the anchor lock, the anchoring section is made up of at least two anchoring units, and described pressure dissipation device is provided between the two ends of the anchoring section and two adjacent anchoring units；The pressure dissipation device is made up of fastening plates, fastening screw, p-type anchorage.Pressure dispersing anchorage cable of the present invention is a kind of new support technology, and purpose is exactly to control the deformation of rock mass, when especially controlling beded rock mass creep, can effectively ensure the safe operation of engineering rock mass.
Description
Technical field
The invention belongs to field of engineering technology, and in particular to a kind of pressure dispersing anchorage cable and its in Super-large-section tunnel branch
Construction method in shield.
Background technology
According to International Tunnelling Association (ITA) to tunnel cross-section product size definition, more than 100m2Referred to as Super-large-section tunnel,
With the fast development of China's transport development cause, many Super-large-section tunnels, such as No. seven line twin-wells of Beijing Metro have been emerged in large numbers
Stand cross-sectional area 320m2, No. two line northern station sections of Shenyang Metro are 340m2, No. two Xian great Ping stations sections of Chongqing Light Railway are
430m2, near a river gate bus terminal section be 420.9m2, No. three line red flag streams of Chongqing Light Railway station Type B cross-sectional area 730m2.Subway
Station preliminary bracing form is varied, and uses safety-type pressure dissipation anchor cable as a part for tunneling preliminary bracing
Situation is seldom present, and the technology can efficiently control the deformation of tunnel-side Rock And Soil, and especially country rock has the situation of slip layer
Under, the technology is great with the security implications for being close to construction of structures for ensureing tunnel excavation.But due to safety-type pressure dissipation anchor
Rope withdrawal resistance is influenceed larger by formation condition, the strength of materials, tensioner etc., the hypodynamic phenomenon of anchoring easily occurs, is caused
Tunnel-side deformation, surface subsidence, deformed conference and cause construction of structures structure in periphery to destroy, and influenceed it normally to use, and deformed
Landslide can be even caused when serious.Therefore, ensure that anchorage cable anchoring power reaches design load undoubtedly to the safety of constructing tunnel in construction
Property has significant impact.
The content of the invention
In view of this, it is an object of the invention to provide a kind of pressure dispersing anchorage cable and its in Super-large-section tunnel supporting
In construction method.
To reach above-mentioned purpose, the present invention is achieved through the following technical solutions：
A kind of pressure dispersing anchorage cable of the present invention, including steel strand wires, the steel strand wires are aided with the anchor lock of tensioning, steel is twisted
Line is divided into the pressure dissipation device of free segment and anchoring section, and the free segment is connected to the anchor lock, and the anchoring section is by extremely
Few two anchoring units composition, is provided with described pressure between the two ends of the anchoring section and two adjacent anchoring units
Power dispersal device；The pressure dissipation device is made up of fastening plates, fastening screw, p-type anchorage, and the fastening plates are two, set
On the steel strand wires, the fastening screw is used to support two fastening plates being spaced apart of connection, in two fastenings
It is provided between plate respectively close in two fastening plates and being sleeved on the p-type anchorage on steel strand wires.
Further, the steel strand wires are the non-bending steel cable for being set with PE pipes, and its radical is the idol in selection 4~16
Count, and many steel strand wires are radially arranged relative to the fastening plates of the pressure dissipation device in annular uniform intervals.
Further, the pressure dissipation device also includes being located between two fastening plates and being sheathed on close outside p-type anchorage
Anti-corrosion grease is filled with sealing cover, the seal closure；The steel strand wires are near fastening plates and relative to the fastening plates and sealing
Cover heteropleural is wound with sealant tape.
Further, the anchor cable is additionally included in and is provided with taper on one end pressure dissipation device that steel strand wires are locked away from anchor and leads
To cap.
Further, multiple locators in equi-spaced apart distribution are set with the free segment of the steel strand wires.
Further, the anchor lock is made up of anchor head, bearing plate, cover plate, wedge, backing plate, steel pipe, is set between backing plate and cover plate
Steel pipe and wedge are put, cover plate sets gradually bearing plate and anchor head away from the one side of steel pipe, and steel pipe is used to be set with described steel strand wires,
Anchor head is used to anchor described steel strand wires, and wedge is used to support described steel pipe.
The present invention also provides the construction method using above-mentioned pressure dispersing anchorage cable in large section bored tunnel, and this is applied
Work method is applied using reverse construction and staged and layered, that is, excavating one section applies one section of anchor cable, specifically includes following steps：
Step 1), the tunneling soil body to top row anchor cable absolute altitude, install, tensioning and lock described in top row anchor cable；
Step 2), continue soil excavation to two row's anchor cable absolute altitudes, install, tensioning and two row's anchor cables described in locking；
Step 3), repeat step 2) carry out soil excavation and lower row's anchor cable is applied, until tunnel excavation is to designed elevation.
Preferably, the anchor cable of each row after installation is complete, anchoring section slip casting, one is carried out using slip casting method twice to steel strand wires
It is 1 that secondary injecting paste material uses cement-sand ratio:0.5~1:1 cement mortar, its grouting pressure is 0.5~1.5MPa；Secondary grouting material
Material use the ratio of mud for 0.45~0.50 neat slurry, its grouting pressure be 2.5~3.0MPa.
Preferably, the anchor cable of each row carries out free segment tensioning fixation using ultra stretching method after the completion of grouting to steel strand wires,
Its ultra stretching force value is design tensioning force value 1.1~1.2 times, tensioning job execution in three times, i.e. first time tensioning operation power
It is worth to design the 1/2 of tensioning force value, second tensioning operation force value is design tensioning force value 1/3, third time tensioning operation power
Value to ultra stretching force value, and every time tensioning operation finish it is steady when for 4~6 minutes.
Preferably, the anchor cable of each row carries out free segment slip casting after the completion of tensioning and locking to steel strand wires, and injecting paste material is adopted
With the cement mortar that the ratio of mud is 0.45~0.5, its grouting pressure is 2.5~3.0MPa.
Compared with prior art, the advantage of the invention is that：The safety-type pressure dissipation anchor cable of the present invention is a kind of new
Support technology, purpose is exactly to limit the deformation of rock mass, especially in the geology that there is concordant, can effectively ensure the peace of engineering
Row for the national games.
Other advantages of the invention, target and feature will be illustrated in the following description to a certain extent, and
And to a certain extent, based on being will be apparent to those skilled in the art to investigating hereafter, Huo Zheke
To be instructed from the practice of the present invention.Target of the invention and other advantages can be realized by following specification and
Obtain.
Brief description of the drawings
In order that the object, technical solutions and advantages of the present invention are clearer, below in conjunction with accompanying drawing the present invention is made into
The detailed description of one step, wherein：
Fig. 1 is the structural representation of anchor cable of the present invention；
Fig. 2 is the structural representation of pressure dissipation device of the present invention；
Fig. 3 is the section of structure of anchor lock of the present invention；
Fig. 4 is the structural representation of locator of the present invention；
Fig. 5 is layout drawing of the locator of the present invention on steel strand wires；
Fig. 6 is layout drawing of the anchor cable of the present invention in large section bored tunnel；
Fig. 7 is prestressd anchor cable variation monitoring measured curve；
Fig. 8 is anchor cable monitoring axle power curve map after compensation tensioning；
Fig. 9 locks load with conventional locking load axle power monitoring curve figure to improve；
Reference：1- steel strand wires, 2- pressure dissipation devices, 3- taper guiding caps, 4- locators, 5- anchors lock, 6- slip castings
Pipe；Wherein, 11- free ends, 12- anchoring sections, 12a- anchoring units I, 12b- anchoring units II, 12c- anchoring units III, 12d-
Anchoring unit IV；21- fastening plates, 22- fastening screws, 23-P type anchorages；51- anchor heads, 52- bearing plates, 53- cover plates, 54- are oblique
Iron, 55- backing plates, 56- steel pipes.
Specific embodiment
Below with reference to accompanying drawing, the preferred embodiments of the present invention are described in detail；It should be appreciated that preferred embodiment
Only for the explanation present invention, rather than in order to limit the scope of the invention.
As shown in figure figure below 1-4, a kind of pressure dispersing anchorage cable of the invention is aided with tensioning by steel strand wires 1, to steel strand wires
Anchor lock 5 and steel strand wires is divided into the pressure dissipation device 2 of free segment 11 and anchoring section 12, the free segment 11 is connected to institute
Anchor lock 5 is stated, the anchoring section 12 is made up of at least two anchoring units, in the present embodiment, anchoring unit is four, respectively anchor
Gu the 12a of unit I, the 12b of anchoring unit II, the 12c of anchoring unit III, the 12d of anchoring unit IV, so, this anchor cable just constitutes 4 (anchorings
Unit)+1 (free segment) five road prestress anchorage cables；Between the two ends of the anchoring section 12 and two adjacent anchoring units
It is provided with described pressure dissipation device 2；The pressure dissipation device 2 is made up of fastening plates 21, fastening screw 22, p-type anchorage 23,
The fastening plates 21 are two, are sheathed on the steel strand wires 1, and the fastening screw 22 is used to support connection two to be spaced apart
The fastening plates 21, be provided between two fastening plates 21 respectively close in two fastening plates 21 and being sleeved on steel strand wires
The p-type anchorage 23 on 1.By using such scheme, safety-type pressure dissipation anchor cable of the invention is a kind of new supporting
Technology, purpose is exactly to limit the deformation of rock mass, especially in the geology that there is concordant, can effectively ensure the safety fortune of engineering
OK.
In the present embodiment, the steel strand wires 1 are the non-bending steel cable for being set with PE pipes, and its radical is in selection 4~16
Even number, and many steel strand wires 1 relative to the pressure dissipation device 2 fastening plates 21 radially be in annular uniform intervals cloth
Put.
In the present embodiment, the anchor lock 5 is by anchor head 51, bearing plate 52, cover plate 53, wedge 54, backing plate 55,56 groups of steel pipe
Into, steel pipe 56 and wedge 54 are set between backing plate 55 and cover plate 53, cover plate 53 sets gradually bearing plate away from the one side of steel pipe 56
52 and anchor head 51, steel pipe 56 is used to be set with described steel strand wires 1, and anchor head 51 is used to anchor described steel strand wires 1, and wedge 54 is used for
The described steel pipe 56 of support.Space between backing plate 55 and cover plate 53 can be filled with M40 cement mortar.
In another embodiment, the pressure dissipation device 2 also includes being located between two fastening plates 21 and being sheathed on p-type
Anti-corrosion grease is filled with seal closure 24 outside anchorage 23, the seal closure 24；The steel strand wires 1 are near fastening plates 21 and phase
Sealant tape 25 is wound with for the fastening plates 21 and the heteropleural of seal closure 24.
In another embodiment, the anchor cable is additionally included on one end pressure dissipation device that steel strand wires are locked away from anchor and sets
There is taper guiding cap 3.So, when cast anchor difficulty when can anchoring section front end dispose taper guiding cap so as to cast anchor smoothly.
In another embodiment, multiple locators 4 in equi-spaced apart distribution are set with the free segment of the steel strand wires.
Its free segment makes steel strand wires placed in the middle in anchor hole, so that steel strand wires have homogeneous using the structure type of placement locator
Protective layer thickness, the spacing of its locator is 2m.Additionally, can only wedging between locator and steel wire bundle, it is impossible to weld.
Present invention also offers a kind of pressure dispersing anchorage cable and its construction method in Super-large-section tunnel supporting, should
Construction method is applied using reverse construction and staged and layered, that is, excavating one section applies one section of anchor cable, specifically includes following step
Suddenly：
Step 1), the tunneling soil body to top row anchor cable absolute altitude, install, tensioning and lock described in top row anchor cable；
Step 2), continue soil excavation to two row's anchor cable absolute altitudes, install, tensioning and two row's anchor cables described in locking；
Step 3), repeat step 2) carry out soil excavation and lower row's anchor cable is applied, until tunnel excavation is to designed elevation.
It should be noted that anchor cable is with bedrock landslide body as anchoring section, it is desirable to which free section of anchor cable length is not less than 5m.Drilling
During, if collapse hole, should be using the method treatment for setting up steel sleeve, it is desirable to which anchoring section surrounding rock body is rockmass.In addition,
Anchor cable basic experiment must be done before anchor cable construction, it is desirable to which bedrock landslide body is not less than with anchoring body adhesion strength standard value
400kPa。
In the above method, the anchor cable of each row carries out anchoring section note using slip casting method twice to steel strand wires after installation is complete
Slurry, it is 1 that once grouting material uses cement-sand ratio:0.5~1:1 cement mortar, its grouting pressure is 0.5~1.5MPa；It is secondary
Injecting paste material use the ratio of mud for 0.45~0.50 neat slurry, its grouting pressure be 2.5~3.0MPa.
In the above method, the anchor cable of each row carries out free segment tensioning using ultra stretching method after the completion of grouting to steel strand wires
Locking, its ultra stretching force value is design tensioning force value 1.1~1.2 times, and tensioning job execution in three times, i.e. first time tensioning are made
Industry force value is design tensioning force value 1/2, and second tensioning operation force value is design tensioning force value 1/3, and third time tensioning is made
Industry force value to ultra stretching force value, and every time tensioning operation finish it is steady when for 4~6 minutes.
In the above method, the anchor cable of each row carries out free segment slip casting, slip casting material to steel strand wires after the completion of tensioning and locking
Material use the ratio of mud for 0.45~0.5 cement mortar, its grouting pressure be 2.5~3.0MPa.
The lower present invention is now specifically introduced according to certain engineering.
Geological condition, geological exploration data shows that certain subway station 20~32.4m of buried depth, tunnel surrounding is mainly chiltern mud
Rock burning into sand rock, country rock is classified as IV grade substantially, and sky is forward faced in tunnel left side wall rock stratum face, there is bias, and right side wall J1 cracks are suitable
To facing sky.The bearing capacity of the safety-type pressure dissipation anchor cable depends primarily on the withdrawal resistance of anchoring body, certain subway station neighboring buildings
Thing and environment are extremely complex, and the deformation, lateral displacement amount to foundation ditch need to be controlled strictly, therefore the bearing capacity of this engineering anchoring body is main
By Deformation control.And it is used as each item number of test design by carrying out extraction-resistant behavior experiment before construction to safety-type pressure dissipation anchor cable
According to the foundation with engineering anchor cable construction.
The cable parameters of use, the tunnel left and right sides uses the road prestress anchorage cable of shaped steel arch supporting+five (with K17+
As a example by 193.942~DK17+353.942), anchor cable spacing 3m × 3m, left side anchor cable is set with the angle of horizontal direction by 25 °,
Right side anchor cable is set with the angle of horizontal direction by 15 °.Left-side course anchor cable is right using 12 bursts of soap-free emulsion polymeization steel strands of Φ 15.2
Side line anchor cable uses 8 bursts of soap-free emulsion polymeization steel strands of Φ 15.2, anchor cable boring aperture is Φ 170mm, particular location such as Fig. 6 institutes
Show.
Anchor cable structure and assembling, safety-type pressure dissipation anchor cable are made up of free segment 11 and anchoring section 12, wherein anchoring section
12 points is four anchoring units, thus each anchoring unit length is different, and in anchoring section front end, placement guiding cap is so as under
Anchor is smooth.Locator spacing 2000mm, safety-type pressure dissipation anchor cable structure constructs drawing as shown in figure 1, safety-type pressure
Dispersal device is constructed as shown in Fig. 2 anchorage section is as shown in figure 3, safety-type pressure dissipation anchor cable particular type is shown in Table 1-1.
The safety-type pressure dissipation anchor cable particular types of table 1-1 are shown in Table
Anchorage cable stretching is locked, and after anchoring body intensity is more than 15.0MPa (7d), starts tensioning fixation, left tunnel side anchor rope
Tension design load 1600KN, locks load 800KN, anchor cable length 18.1m~29.8m, the design of Tunnel Right side anchor rope tension
Value 1050KN, locks load 525KN, anchor cable length 13m~20.1m.
First, safety-type pressure dissipation anchor cable refinement construction process：Housekeeping face → measurement group unwrapping wire determines hole position → brill
Machine is in place → and correct for borehole angle → drilling → borehole cleaning → rig withdraws from → anchor cable making → anchor cable installation → borehole cleaning → slip casting →
Tensioning → locking → secondary grouting.Wherein,
1st, drill
Job site carries out drilling construction using geological drilling rig, in work progress strict control error of tilt no more than ±
1°。
(1) it is general to require
1) must not drill and disturb surrounding bottom.
2) drilling horizontal and vertical direction pitch-row tolerance position ± 50mm, bit diameter are no less than designing bore diameter
3mm。
3) deviation proportion of drilling axis not should be greater than the 2% of anchor cable length.
4) drilling depth should exceed 0.5~1.0m of design length.
5) boring requirement hole wall is straight, bore diameter 170mm.
(2) borehole accuracy requirement
Bore diameter be in order to meet construction and anchor cable anchoring property the need for, diameter is too small to easily cause constructional difficulties
Or influence anchor cable performance, it is excessive, can cause to waste, it is lower hectare of inclined borehole that drilling is designed in this engineering.Downward-sloping drilling, it is difficult
Exempt from that a small amount of waste residue can be assembled in bottom hole, these chips will occupy depth certain in sky, therefore the extension that to drill, extension drilling
Length is controlled in 0.5~1.0m.The left line anchor cable downward angle in station is 25 degree, and right side anchor cable downward angle is 15 degree.Anchor cable angle
Degree and length are shown in accompanying drawing 6.
(3) rig：The selection of drilling machine should according to the anchoring classification on stratum, anchor hole aperture, hole depth, with
And construction site condition etc. selects rig.Down-the-hole impact holing is used in rock stratum, in crushing rock formation or soft full water etc.
Be easy to collapse hole and bit freezing burying stratum in use pipe-following drilling technology.
(4) anchor hole cleaning and inspection：After drilling reaches projected depth, surely bore 1~2 minute.After the completion of drilling, height is used
Pressure air (0.2~0.4Mpa of blast) is by outside rock dust in hole and water body whole tap.Need to be through site supervision after the assay was approved, side
Next procedure can be carried out.Aperture, hole depth check the general bar using station by design aperture drill bit and standard drill pipe at the scene management
Verified under part, it is desirable to drill bit smooth-going propulsion during verifying, do not produce impact or shake, drilling tool is tested and send length to meet design anchor hole
Depth, moves back brill and requires smooth, to be tested do not deposit with high pressure wind and substantially fly low-priced dirt quarrel and water body phenomenon.Check anchor hole hole is required simultaneously
Position, inclination angle and orientation, after whole anchor hole construction subitem work are qualified, you can think that anchor hole bores to make and check qualified.(anchor hole bottom
Deflection should meet design requirement, can use clinograph control and detection.)
2nd, anchor cable makes and installs
(1) anchor cable will ensure that every steel strand wires are straight before compiling beam, do not turn round and do not pitch, and arrangement is uniform, in strict accordance with design size
Blanking, per share error in length is not more than ± 50mm, and steel strand wires forbid have joint, uses machine cuts, forbids to use welding gun fracture.
The steel strand wires that anchor cable is used must be using surface decontamination, processing of rust removing.Anchor cable steel strand wires answer flat arrangement, along body of rod axis direction
One locating rack is set every 2m, anchor cable specific configuration is shown in accompanying drawing 1.
(2) plastic bushing：The material of plastic bushing, specification and model should meet design requirement, with sufficient intensity, it is ensured that
It will not be damaged in processing and installation process.Avoid cutting and joint, answer bind firmly if any joint and make encapsulation process, really
Guarantor does not produce and pulls and disrepair phenomenon.Plastic bushing internal diameter is preferably greater than 5~10mm of muscle stock external diameter, it is ensured that wear smooth, volume Shu Fang
Just and tensioning spalling is prevented.Plastic bushing has a water resisting property and chemical stability, is contacted without bad with cement mortar and preservative
Reaction.
(3) Grouting Pipe：Grouting Pipe should stay common Grouting Pipe by design requirement, and have sufficient intensity, it is ensured that in mortar depositing construction
During slip casting smoothly, do not block, booster or breakage are broken.Grouting Pipe is banded in dowel body axis position, from the middle of supporting body
Pass through, commonly tie up on supporting body side, high-pressure slip-casting steel pipe head to be stretched into guiding cap and end is preferably 50 in dowel body
~l00mm.Mouth of pipe requirement is tight with adhesive plaster closure, and by the reserved floral tube eyelet of design requirement and lays only sizing device.Anchor cable body
Length：Anchor cable body length makes in strict accordance with design requirement, and it is ± 50mm, freedom length that anchoring depth makes allowable error
In addition to design requirement is met, to take into full account tensioning equipment and construction process requirement, typically 1.0~1.5m of reserved overlength.
(5) anchor cable physical examination is tested：After anchor cable body completes, appearance test and each part inspection of anchor cable body are carried out.Anchor cable
Compiling beam kidnapping should meet design requirement, and muscle stock is straight, does not turn round and does not pitch, does not amplexiform mutually, and arrangement is uniform, and kidnapping is firm.Anchor cable freedom
Section antirust paint, antiseptic oil and every winding seal approach should meet design requirement, and antirust painting brush lid is uniform, loses black matrix；Anti-corrosion
Oil is completely covered and fills the space between anchorage cable materials and outer circular layer；Winding sealing is firmly tight.Free section of anchor cable plastic sheath
Pipe, slip casting sleeve pipe, isolation (centering) support and the sharp shell colligation bundle response of guiding meet design requirement, and plastic bushing colligation is steady
Gu close plug, with sufficient intensity, well-tended appearance, without damage revamping vestige；Grouting Pipe installation site is correct, ties up well-balanced, elastic
Appropriateness；Isolation (centering) support is evenly distributed, accurate positioning, and colligation is solid firm.Also, should be by anchor cable body length and specification type
Number it is numbered listed, need to approves through on-site supervision engineer before.
(6) storage of anchor cable body, transport and lifting：Storage, the transport of anchor cable body are with lifting because of ground draft scheme.
The anchor cable body being completed separately should be placed at aeration-drying straightly, when open-air storage or making, must not be straight
Connect and contacted with ground, and use covering methods.During horizontal transport, each fulcrum spacing cannot be greater than 2m, and anchor cable body curves radius
Should not be too small, it is limited with not changing damage reinforcing bar body structure.During vertical transport, in addition to main suspension centre, other suspension centres should make anchor cable body
Quickly, safety breaks off relations.In transport and hoisting process, carefulness operation must not damage anchor cable body and its protective media and composition portion
Part.
(7) anchor cable body is installed：Before anchor cable body enters to put anchor hole, check that anchor cable system makees quality, it is ensured that the assembling of anchor cable body meets
Design requirement, and approve through site supervision.Anchor hole is interior and debris requirement in hole outside is removed totally.Anchor cable body length and design anchor
Hole concentration is consistent, and anchor cable body should be all to have repairing for damage without substantially bending, torsion phenomenon, anchor rope protection medium not damaged.
When laying anchor cable body, prevent anchor cable body from extruding, bending or reverse, it is consistent with orientation that anchor cable body enters hole inclination angle, it is desirable to which smooth-going is pushed,
Forbid to shake, reverse and vibration, prevent midway debunching and jam.Anchor cable body enters hole length should meet design requirement, anchor cable body peace
After the completion of dress, must not arbitrarily tap, prudent thing must not be hanged.
3rd, anchor rope grouting
(1) cement preferably uses 42.5 grades and above Portland cement.
(2) anchorage cable anchoring section uses secondary injection slurry processes slip casting.Once grouting uses cement mortar, is matched in strict accordance with experiment
Perform, a certain amount of additive or admixture, grouting pressure can be added to be preferably 0.5~1.5MPa if necessary, injecting cement paste intensity is not
Less than 25MPa.Secondary grouting is carried out after the cement consolidating strength that once grouting is formed reaches 5.0MPa, secondary grouting is used
The ratio of mud is 0.45~0.50 neat slurry, and a certain amount of additive or admixture, grouting pressure can be added to be preferably if necessary
2.5~3.0MPa, voltage stabilizing two minutes.Secondary grouting is fracture grouting, the purpose is to anchoring section slip casting, make again for the first time
Injecting cement paste is split, and slurries spread under operations involving high pressure between anchoring body and the contact surface on stratum, make anchoring body enlarged-diameter,
Increase radial stress；Due to squeezing action, compressed the stratum around anchoring body, void ratio reduces, water content reduces, and carries
The Shear Strength Index and the bearing capacity of anchor cable on stratum high.In order that secondary grouting reaches design effect, in once grouting
Anchoring section is filled Shi Bixu slurry completely.
(3) Grouting Pipe is preferably positioned over body of rod center, is together put into hole with the body of rod, and the grout outlet of Grouting Pipe should be inserted away from hole
At 300~500mm of bottom, slurries continuous pouring from bottom to top, and ensure smooth draining in hole, exhaust.The pulp of secondary grouting pipe
Hole and termination should seal, it is ensured that slurries do not enter in secondary grouting pipe during once grouting.
(4) Grouting Pipe should be prevented to be pulled out when the body of rod is laid, if Grouting Pipe is pulled out length more than 500mm, should be by bar
Body is extracted, and is laid again after finishing.
(5) during slip casting, if finding, grouting amount greatly reduces or during slip casting pipe explosion, should pull out the body of rod and Grouting Pipe
Go out, after slip casting to be replaced, in the decentralization body of rod；If midway was delayed more than the slurries presetting period, should transfer again after borehole cleaning again
The body of rod, again slip casting.
(6) grouting serous fluid should stir, with stir with, and be finished before initial set, forbid stone, debris to be mixed into slurries.
4th, the construction of anchor cable waist rail
After anchor rope grouting terminates, anchor cable waist rail construction is carried out immediately.Bar planting is used between anchor cable waist rail and cast-in-situ bored pile
Method be attached, using combined steel formwork molding, steel tube fastener reinforcing template, concrete enters mould using pump truck, inserts people formula
Vibrating spear vibrated concrete.Anchor cable waist rail concrete uses C30 concrete, 120 ± 10mm of the slump.It is stretch-draw anchor as early as possible,
Project progress is ensured, early strength agent is filled in concrete.Waist rail should be set with anchor cable pvc pipe when making, in order to avoid armored concrete
Bonded with steel hinge line.
5th, the tensioning fixation sealing off and covering anchorage of anchor cable
After tensioner detection is qualified, the equation given according to examining report converses actual displayed value.
(1) after anchor cable grouting, tensioning fixation is carried out when anchoring body and waist rail concrete strength are up to more than 90%.Anchor cable
Drawing preferably uses ultra stretching method, and ultra stretching force value is design value of thrust 1.1~1.2 times, and tensioning operation in three times applies.For the first time
Tensioning operation force value is design tensioning force value 1/2, and second tensioning operation value is design tensioning force value 1/3, third time
Operation is drawn up to overpull force value, 5 minutes when every grade of tensioning finishes steady.
(2) anchor cable body stress is uniform during tensioning.
(3) it is to avoid the stress loss after adjacent anchorage cable stretching, is to draw one to obtain method every one to carry out preferably using " jumping a method "
Anchorage cable stretching is constructed；If it was found that there is obvious loss of prestress, should in time compensate tensioning.
(4) after anchorage cable stretching locking, the slip casting of free segment, the same anchoring section of injecting paste material are carried out.
(5) after anchorage cable stretching locking, the remaining dew anchor cable of palpus machine cuts is forbidden electric arc to burn and is cut, and should stay outside 5~10cm long
Dew anchor cable, in case dragging cunning.Finally fill anchor plate and anchor head each several part space with cement paste, and by design requirement sealing off and covering anchorage at
Reason, anchor head is encased using C25 pea gravel concretens, is prevented corrosion and is taken into account attractive in appearance.
2nd, in anchorage cable stretching and locking process, slurry sample is reserved in anchoring section slip casting, when intensity is more than 15.0MPa
After (7d), start tensioning fixation.Tensioning is using the supporting centre-hole jack of OVM anchorages.According to《Rock soil anchor and injection coagulation
Native support engineering technical specification》The pertinent regulations of (GB 50086- -2015) [5], the mode of tensioning is carried out as follows：
1. differential loading increment is eliminated
Take 10%~20% design tensile load.To its pre- tensioning 1~2 time, make its each location contacts closely, steel strand wires
It is totally straight.Pressure dissipation anchor cable, each unit anchor cable length is different, and tensioning should be noted that strictly by design sequence subdivision using poor
Different substep tensioning, determines difference load, and divided according to the difference load for calculating according to design load and dowel length computation
Unit tensioning, its tension sequence is：First module anchor cable → second unit anchor cable → the 3rd unit anchor cable → the 4th unit anchor cable.
That is first short element after unit long.
Safety-type pressure dissipation anchor cable each unit difference elongation and difference load increment computing formula are as follows：
(1) difference elongation：
△ Ln-n+1=△ Ln- △ Ln, △ Ln=(σ Ln)/E
△ Ln+1=(σ Ln+1)/E, σ=P/A
(2) difference load increment：
△ Pn=(2EA △ Ln-n+1)/L1
△ Pn+1={ (EA △ Ln+1-n+2)/Ln+1+ (EA△Ln+1-n+2)/Ln}×2
Wherein：The length of Ln ,-respectively the n-th unit anchor cable, and Ln>Ln+1>Ln+2；
Difference elongation of the △ Ln-each unit anchor cable under given final tensioning (design locking) load action；
Single steel wire bundle load under σ-given final tensioning (design locking) load action；
The sectional area (A=140mm2) of A-single steel strand beam；
The elastic modelling quantity (taking E=1.97 × 105MPa) of E-steel strand wires；
The first and second step level tensile load increment of △ Pn-substep difference tensioning.
Detection data knows one sublinear equation when being demarcated according to jack and oil pressure gauge：P=0.03339*F-0.047
In formula：F- standard force value KN, P- pressure gauge indicating values MPa
It is determined that eliminating differential loading increment oil meter tensioning reading value is shown in Table 2-1 (by taking tunnel or so line ground floor anchor cable as an example)
Table 2-1 oil meter tensioning reading values statistical form (eliminates differential loading increment)
First module is pulled to the corresponding load (the difference load of the first tensioning group tensioned unit) of substep load, Ran Houzai
The corresponding load (the difference load of the second tensioning group tensioned unit) of second unit is pulled to together with second unit, then again with the 3rd
Unit is pulled to correspondence load of Unit the 3rd (the difference load of the 3rd tensioning group tensioned unit) together；
The 4th unit anchor cable is now added, into CYCLIC LOADING tensioning.
2. CYCLIC LOADING tensioning
The prestressing force of anchor cable points 5 grades applies after difference load is supplied by relevant specification or regulation, i.e. design load
25%th, 50%, 75%, 100% and 110%, every grade of load stablizes 2~5min during tensioning, and afterbody load should stablize 10~
Off-load locking after 15min.And when recording every grade of tensioning respectively steel strand wires elongation and stressing conditions, examine elongation and stress value
Compatibility.After anchor cable locking in 48 hours, if finding obvious prestressing force damage phenomenon, tensioning should be in time compensated.
Specific tensioning fixation load is shown in Table 3-1.
Table 3-1 tensioning fixations loadmeter (by taking tunnel or so line ground floor anchor cable as an example)
3rd, fundamental test, it is worth mentioning at this point that, anchor cable basic experiment must be done before anchor cable construction, to determine bedrock landslide
Body and anchoring body adhesion strength standard value, the design require bedrock landslide body with anchoring body adhesion strength standard value not less than design
It is required that 400kPa.This engineering test load takes 424KN and carries out, after result of the test meets design requirement, after carrying out anchor cable just now
Continuous construction.
4th, safety-type pressure dissipation anchor cable stress loss：
1. the influence of tensioning, locking to loss of prestress
Safety-type pressure dissipation anchor cable being can be seen that from the monitoring result in table 4-1, one is all shown after tensioning fixation
Fixed loss of prestress.After tensioning terminates, the anchor clipper installed when being locked to anchor cable can be drawn when anchor cable shrinks
Entering causes certain locking loss of prestress.
Table 4-1 anchorage cable stretchings, lock-in detection data
2. influence of the prestressing force size to loss of prestress
In order to analyze influence of the prestressing force size to loss of prestress, unification is arranged to Monitoring Result.In order that knot
Fruit has comparativity, and loss late is redefined, and new loss late is defined as dynamometer load and locking load difference and anchor
The ratio between rope prestressed stretch-draw tonnage value, its result such as table 4-2.800kN grades of anchor cable and 525kN grades of anchor cable are can be seen that from table 4-2
Compare, 800 grades of prestressd anchor cable loss average values are 15.5kN, and the loss of prestress average value of 525N grades of anchor cable is
11.33kN, its corresponding loss late is then 1.92% and 2.16%.As can be seen that the prestress anchorage cable of tonnage high is although it loses
Value is larger, but loss late is relatively low.
Table 4-2 anchor cable loss late data
3. the influence of anchorage cable materials lax pair loss of prestress
Anchor cable can deform under huge stretch-draw prestressing force effect, so that relaxation loss is produced, in anchor cable length not
In the case of change, the loss that will cause steel strand wires internal stress is increased over time, it is that prestressed anchor cable system produces pre- answering
The main cause of power loss.
4. influence of the construction factor to loss of prestress
Inevitably cause the loss of prestressd anchor cable in anchor cable construction engineering, such as the outer anchor section hole-sealing grouting of anchor cable,
Bore inclining etc..When outer anchor section hole-sealing grouting, because slip casting temperature is higher than anchor cable temperature, cause anchor cable volume expansion, cause
Prestressing force is reduced.Meanwhile, the part stress loss also has very big relation with the crack degree of rock mass, if splitting in this section of rock mass
Gap is more, and crack in slurry filling rock mass, causes rock mass to expand deformation during slip casting, and prestressing force can be made to increase on the contrary.
The run-off the straight that drilled in anchor cable construction is that inevitable but excessive inclination then causes the loss of prestressd anchor cable.Scene examination
Test and show, the hole deviation rate of drilling is bigger, then prestressd anchor cable loss is also bigger.
5. loss of prestress Changing Pattern
By the analysis on monitoring result of case history, after anchorage cable anchoring locking, prestressed change is general all experiences three ranks
Section, such as Fig. 7.
Prestressing force immediate loss stage first stage：In this stage, prestressd anchor cable immediate loss, its penalty values is only second to
Locking loss, and the duration is shorter, and the preferable hard rock of lithology, the duration is generally two weeks or so.
Second stage is in advance the prestressing force fluctuating change stage：Can be sent out from the prestressd anchor cable change curve of field monitoring
The existing prestressing force fluctuating change stage.Its variation characteristic shows as the fluctuation of prestress value frequency low-amplitude.Trace it to its cause mainly rock mass
With anchor cable internally Stress relief, compression, the engineering repeatedly of resilience are produced, change occur so as to cause prestressd anchor cable.This rank
It is 3 weeks or so as the duration of section.
Phase III is the smooth change stage：The rule of this stage prestress change is more steady, although general in now
The trend of drop, but it is not very greatly, to study carefully its original and read mainly deformation of the rock mass under anchorage cable anchoring effect that descent amplitude is general
Through the deformation that tends towards stability, and deflection is little.
5th, the compensation of prestressd anchor cable
To prestressd anchor cable loss and the analysis of Changing Pattern more than, for different influence factors using different
Measure compensates the loss of prestressd anchor cable.
1st, reasonably select material and equipment
1. underrelaxation high intensity non-bending steel cable, stress loss of the material under different breaking loads is selected all to compare
Small many of the stress loss of ordinary steel hank knotting, the relatively common reinforcing bar line of loss that steel strand wires internal stress is increased over time is small
It is many.
2. rational rig is selected, the hole deviation rate of drilling is lowered as far as possible.
2nd, appropriate stretching mode is selected
As can be seen from the above analysis, anchor cable exists than larger loss of prestress in tensioning and locking, therefore,
To the suitable time should be selected to carry out tensioning and locking to it in the work of anchorage cable stretching and locking.Field practice is proved, right
Anchor cable body carries out necessary ultra stretching and ultra stretching can greatly reduce prestressed loss repeatedly.Meanwhile, after anchor cable locking
Tensioning can be compensated to it to make up stress loss, but the compensation tensioning time should not drag oversize, and compensation time
Number is more, and effect is better.After this engineering is compensated tensioning twice to anchor cable, as shown in figure 8, can compensate for anchor cable stress loss
More than 90%.
3rd, tensioning lock definite value is properly increased
Analyzed in influence according to above-mentioned prestressing force size to loss of prestress, lock value is big when properly increasing anchorage cable stretching
It is small, be conducive to lowering anchor cable axle power percent loss.And according to Fig. 9 analysis results, safety-type pressure dissipation anchor cable construction process
In, good material equipment need to be first chosen, anchor cable fundamental test is carried out, the prestressing force influence influence factor of anchor cable is analyzed, by control
Tensioning fixation load processed, carries out mending the methods such as tensioning in time, it is ensured that later stage anchor cable stress stability.
Safety-type pressure dissipation anchor cable is a kind of new support technology, and purpose is exactly to limit the deformation of rock mass, especially
In the geology that there is concordant, the safe operation of engineering can be effectively ensured.Influence safety-type pressure dissipation cable bolting effect
Factor be mainly mechanical property of geological conditions, the anchoring depth of anchor cable and rod material etc..And what anchor cable was provided
Anchor force is the factor for directly affecting engineering safety stabilization, therefore, the safety-type pressure dissipation anchor cable stress loss of anchor cable is ground
It is significantly problem to study carefully, and directly affects the quality of its anchoring effect.Herein by influence prestressd anchor cable change because
The analysis of element, has primarily determined that the factor of influence prestressd anchor cable loss, and proposes corresponding indemnifying measure, is station tunneling
The design of engineering pressure dispersed anchor cable has certain reference significance.
Finally illustrate, preferred embodiment above is merely illustrative of the technical solution of the present invention and unrestricted, although logical
Cross above preferred embodiment to be described in detail the present invention, it is to be understood by those skilled in the art that can be
Various changes are made to it in form and in details, without departing from claims of the present invention limited range.
Claims (10)
1. a kind of pressure dispersing anchorage cable, including steel strand wires (1) and the steel strand wires are aided with anchor lock (5) of tensioning, it is special
Levy and be, also including pressure dissipation device (2), steel strand wires is divided into free segment and anchoring section；The free segment is connected to institute
Anchor lock is stated, the anchoring section is made up of at least two anchoring units, the two ends of the anchoring section and two adjacent anchoring units
Between be provided with described pressure dissipation device；
The pressure dissipation device is made up of fastening plates (21), fastening screw (22), p-type anchorage (23), and the fastening plates are two
It is individual, it is sheathed on the steel strand wires, the fastening screw is used to support two fastening plates being spaced apart of connection, at two
It is provided between fastening plates respectively close in two fastening plates and being sleeved on the p-type anchorage on steel strand wires.
2. pressure dispersing anchorage cable according to claim 1, it is characterised in that the steel strand wires are the nothing for being set with PE pipes
Steel strand wires are bonded, its radical is the even number in selection 4~16, and many steel strand wires are relative to the fastening of the pressure dissipation device
Plate is radially arranged in annular uniform intervals.
3. pressure dispersing anchorage cable according to claim 1, it is characterised in that the pressure dissipation device also includes being located at
Between two fastening plates and the seal closure (24) that is sheathed on outside p-type anchorage, anti-corrosion grease is filled with the seal closure；The steel
Twisted wire is being wound with sealant tape (25) near fastening plates and relative to the fastening plates and seal closure heteropleural.
4. pressure dispersing anchorage cable according to claim 1, it is characterised in that the anchor cable be additionally included in steel strand wires away from
Taper guiding cap (3) is provided with one end pressure dissipation device of anchor lock.
5. pressure dispersing anchorage cable according to claim 1, it is characterised in that be set with the free segment of the steel strand wires
The locator (4) that multiple is distributed in equi-spaced apart.
6. pressure dispersing anchorage cable according to claim 1, it is characterised in that the anchor lock is by anchor head (51), bearing plate
(52), cover plate (53), wedge (54), backing plate (55), steel pipe (56) composition, set steel pipe and wedge, lid between backing plate and cover plate
Backboard sets gradually bearing plate and anchor head from the one side of steel pipe, and steel pipe is used to be set with described steel strand wires, and anchor head is used to anchor institute
The steel strand wires stated, wedge is used to support described steel pipe.
7. construction method of a kind of pressure dispersing anchorage cable in extra-large cross-section bored tunnel supporting, it is characterised in that using such as
Anchor cable described in claim any one of 1-6, the construction method is applied using reverse construction and staged and layered, that is, excavated
One section applies one section of anchor cable, comprises the following steps：
Step 1), the tunneling soil body to top row anchor cable absolute altitude, install, tensioning and lock described in top row anchor cable；
Step 2), continue soil excavation to two row's anchor cable absolute altitudes, install, tensioning and two row's anchor cables described in locking；
Step 3), repeat step 2) carry out soil excavation and lower row's anchor cable is applied, until tunnel excavation is to designed elevation.
8. construction method of the pressure dispersing anchorage cable according to claim 7 in large section bored tunnel, its feature
It is that the anchor cable of each row carries out anchoring section slip casting, once grouting material to steel strand wires using slip casting method twice after installation is complete
It is 1 to use cement-sand ratio:0.5~1:1 cement mortar, its grouting pressure is 0.5~1.5MPa；Secondary grouting material is using water ash
Than the neat slurry for 0.45~0.50, its grouting pressure is 2.5~3.0MPa.
9. construction method of the pressure dispersing anchorage cable according to claim 8 in large section bored tunnel, its feature
It is that the anchor cable of each row carries out free segment tensioning fixation, its ultra stretching power using ultra stretching method after the completion of grouting to steel strand wires
It is worth to design 1.1~1.2 times of tensioning force value, tensioning job execution in three times, i.e. first time tensioning operation force value are design
The 1/2 of value of thrust, second tensioning operation force value is design tensioning force value 1/3, third time tensioning operation force value to ultra stretching
Force value, and every time tensioning operation finish it is steady when for 4~6 minutes.
10. construction method of the pressure dispersing anchorage cable according to claim 9 in large section bored tunnel, its feature
Be that the anchor cable of each row carries out free segment slip casting to steel strand wires after the completion of tensioning and locking, injecting paste material use the ratio of mud for
0.45~0.5 cement mortar, its grouting pressure is 2.5~3.0MPa.
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| CN109837895A (en) * | 2019-03-14 | 2019-06-04 | 东南大学 | A kind of big pressure dispersing anchorage cable construction of depth |
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| CN109837895A (en) * | 2019-03-14 | 2019-06-04 | 东南大学 | A kind of big pressure dispersing anchorage cable construction of depth |
| CN110284500A (en) * | 2019-06-21 | 2019-09-27 | 中国葛洲坝集团三峡建设工程有限公司 | The fast simple compensation stretch-draw construction method of anchor cable |
| CN113339004A (en) * | 2021-06-03 | 2021-09-03 | 上海市城市建设设计研究总院（集团）有限公司 | Prestressed steel structure advanced support and construction method |
| CN113339004B (en) * | 2021-06-03 | 2023-01-24 | 上海市城市建设设计研究总院（集团）有限公司 | Construction method of prestressed steel structure advanced support |
| CN114033393A (en) * | 2021-11-16 | 2022-02-11 | 中铁十二局集团有限公司 | Extremely strong rock burst construction method for plateau high-altitude geosynthetic tunnel |
| CN114319343A (en) * | 2022-01-06 | 2022-04-12 | 中冶成都勘察研究总院有限公司 | Construction method of enlarged head anchor cable for expansive soil area |
| CN114738023A (en) * | 2022-05-13 | 2022-07-12 | 山东建筑大学 | Pressure dispersion type anchoring device and method |
| CN117552813A (en) * | 2024-01-12 | 2024-02-13 | 中国矿业大学(北京) | Surrounding rock reinforcement construction method for deep roadway |
| CN117552813B (en) * | 2024-01-12 | 2024-03-15 | 中国矿业大学(北京) | Surrounding rock reinforcement construction method for deep roadway |
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Application publication date: 20170630 |