CN1544798A - Shell expansion type rock bolt - Google Patents
Shell expansion type rock bolt Download PDFInfo
- Publication number
- CN1544798A CN1544798A CNA2003101085475A CN200310108547A CN1544798A CN 1544798 A CN1544798 A CN 1544798A CN A2003101085475 A CNA2003101085475 A CN A2003101085475A CN 200310108547 A CN200310108547 A CN 200310108547A CN 1544798 A CN1544798 A CN 1544798A
- Authority
- CN
- China
- Prior art keywords
- shell
- rises
- wedge
- intermediate plate
- bar body
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 55
- 238000007569 slipcasting Methods 0.000 claims description 40
- 230000000630 rising effect Effects 0.000 claims description 22
- 239000007787 solid Substances 0.000 claims description 17
- 238000012856 packing Methods 0.000 claims description 15
- 230000015572 biosynthetic process Effects 0.000 claims description 10
- 238000009826 distribution Methods 0.000 claims description 2
- 238000004873 anchoring Methods 0.000 abstract description 36
- 230000008093 supporting effect Effects 0.000 abstract description 12
- 239000002002 slurry Substances 0.000 description 14
- 239000004568 cement Substances 0.000 description 10
- 238000005516 engineering process Methods 0.000 description 9
- 238000009434 installation Methods 0.000 description 9
- 238000000034 method Methods 0.000 description 9
- 230000002787 reinforcement Effects 0.000 description 9
- 238000010276 construction Methods 0.000 description 8
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000003892 spreading Methods 0.000 description 6
- 230000007480 spreading Effects 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 4
- 230000000295 complement effect Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000007774 longterm Effects 0.000 description 3
- 238000005065 mining Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 239000011347 resin Substances 0.000 description 2
- 229920005989 resin Polymers 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- CVOFKRWYWCSDMA-UHFFFAOYSA-N 2-chloro-n-(2,6-diethylphenyl)-n-(methoxymethyl)acetamide;2,6-dinitro-n,n-dipropyl-4-(trifluoromethyl)aniline Chemical compound CCC1=CC=CC(CC)=C1N(COC)C(=O)CCl.CCCN(CCC)C1=C([N+]([O-])=O)C=C(C(F)(F)F)C=C1[N+]([O-])=O CVOFKRWYWCSDMA-UHFFFAOYSA-N 0.000 description 1
- 102000016938 Catalase Human genes 0.000 description 1
- 108010053835 Catalase Proteins 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 239000002360 explosive Substances 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000035876 healing Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000005226 mechanical processes and functions Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000006386 neutralization reaction Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000003755 preservative agent Substances 0.000 description 1
- 230000002335 preservative effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 230000005074 turgor pressure Effects 0.000 description 1
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention is a case expanding anchor shank, composed of case expanding anchoring head, anchor shank body, supporting backing plate, fastening nut, washer, and connecting pipeline, where the anchoring head is composed of inner wedge and two clamp pieces, the clamp pieces are fixed in the open slots on two sides of the inner wedge, the lower part of the inner wedge is connected with the anchor shank body, two sides of the top of the inner wedge have the open slots with inclined wedges in the middle of the top, forming double-face wedge sliding slots; the insides of the clamp pieces have inclines to cooperate with the inclined wedges, respectively. The anchor shank is installed and can rapidly form shoring anchoring force, to control rock mass deformation, both acting as permanent both temporary shoring and can be applied to shoring on most conditions of lithoid surrounding rock.
Description
Technical field
The invention belongs to geotechnical engineering anchoring support technical field, the present invention relates to a kind of expansion type rock bolt, be applicable to the earth formation supporting of aspects such as underground construction, mining engineering, foundation ditch and slope project.
Background technology
In underground construction, mining engineering, foundation ditch and the slope project process that geotechnical engineering relates to, for preventing that stratum deformation from caving in or unstability jeopardizes safety, a kind of main support technology that the stratum is reinforced is to adopt anchor pole.By be arranged in the stratum the high strength resistance to tension that anchor pole had and by closely knit mode such as combine between anchor pole and anchor pole injecting cement paste on every side and the stratum with stratum consolidation, to improve the globality on stratum, play multiple mechanical functions such as shearing resistance, tension, resistance to compression, with the control stratum deformation, make it to reach the stability and safety state.This The Application of Technology century-old history with development is existing, and proposes multiple bolt support type and technology to adapt to the different stratum and the needs of different condition.
With regard to the anchor pole type, can be divided into: make the bar reinforcement anchor pole (Bar anchor) of the body of rod and make Anchor cable-rod (strand anchor) the two big classes of the body of rod with flexible high-strength steel hank knotting with reinforcing bar or steel pipe by the rigidity of anchor bar body.The multi beam type anchor pole (multi-strand anchor) that Anchor cable-rod is generally formed with many steel hank knottings based on prestressing force, because construction is complicated, requires high to plant equipment.Be applicable to that generally anchored force has greater than 500KN, the stratum that length 10m is above.And the anchored force of bar reinforcement anchor pole is generally used less than 500KN, and the machinery that is adopted is simple, and easy construction is to use maximum anchor poles at present, is widely used in the stratum supporting that middle-size and small-size anchoring needs.As traffic tunnel, water conservancy and hydropower tunnel, mining tunnel, general foundation ditch and slope retaining.
The bar reinforcement anchor pole also has many types, and wherein 1) can be divided into grouted anchor bar and non-grouted anchor bar by the anchoring type.2) can be divided into non-prestressed anchor pole and prestressed anchor by the prestressing force mode.3) can be divided into mechanical. points anchor formula and full bond-anchorage type by the prestress anchoraging segmented mode.4) can divide non-binding type prestressed anchor and binding type prestressed anchor by the free section of prestressed anchor.5) can be divided into solid anchor pole and hollow (hollow) anchor pole by body of rod shape.6) can be divided into automatic anchor pole and non-automatic anchor pole by the mode of creeping into.
In the bar reinforcement anchor pole, China's National Standard anchor pole concrete-spraying technology standard " (GB50086-2001), " highway tunnel design specifications " (TJJ026-90), " Design of Railway Tunnel standard " (TB10003-99), " anchoring and slurry injection technique handbook (China Electric Power Publishing House, in September, 1999) etc. relate to multiple bar reinforcement anchor pole type in the document, now roughly be described below:
1. bar reinforcement grouting rock bolt: adopt indented bars to make the body of rod, its construction technology is that cement mortar is injected in the boring back in the stratum, inserts reinforcing bar again in band slurry duct, and reinforcing bar, mortar are combined with the stratum.Belong to anchoring type anchor pole after the first slip casting, its mechanics principle is after mortar solidifies, and the body of rod bears pulling force restriction stratum deformation with the stratum distortion.This anchor bolt construction is easy.Its shortcoming is: 1) the slurry plumpness is difficult to guarantee, and has off-set phenomenon when inserting reinforcing bar, and thickness of protection tier is difficult for evenly, and anchored force is little.Destroy so make corrosion of steel bar.2) simultaneously because of not implementing prestressing force, injecting cement paste ftractures with the reinforcing bar distortion, makes aqueous vapor directly invade reinforcing bar, influences application life.3) be not suitable for broken formation.4) because of bolt support power slowly forms the hard back of knot at mortar, so inapplicable need form the occasion of supporting power rapidly.
2. the solid anchor pole of the full bonding of high-early (strength) cement powder stick anchor pole and resin explosive roll anchoring: though be that the solid anchor pole of ordinary mortar is improved; applicable stratum expanded range; and can form supporting power rapidly; but anchoring slurry plumpness and thickness of protection tier influence the reliability of anchor bar body because of structure aspect problem still is difficult to guarantee.
3. water swelling formula anchor pole and pipe-seam type anchor rod: utilize the friction of the body of rod and wall surface of the hole to form supporting power.Belong to non-grouted anchor bar, generally be only applicable in temporary lining and the good rock stratum.
4. expansion type rock bolt: utilizing the shell power that rises of anchorage head to form a some anchor-hold, is the anchor-hold that non-binding type anchoring produces.Shell power is by shell and the hole wall friction formation of rising owing to rise, so be only applicable to preferably in the rock stratum; And in the prior art, expansion type rock bolt is solid anchor pole, and behind the shell end anchorage that rises, full anchor pole section can not be carried out grouting behind shaft or drift lining, so be used in the temporary lining more.
5. hollow automatic anchor pole: the technical scheme shown in Chinese patent ZL95202848.4 bulletin file, make drilling rod by hollow lever and add drill bit and realize drilling rod and anchor pole unification, slip casting again after creeping into.This technical scheme lays particular emphasis on a little less than the dead-soft and the grouting support of broken rock, but its shortcoming is an injecting cement paste anchoring overlong time, because of technological reason can not form anchored force rapidly, so the inapplicable stratum that needs quick supporting.
In sum, all there is shortcoming separately in above-mentioned anchor pole type, and is only applicable to certain occasion.No matter the support theory of anchor pole how, to the ideal requirement that anchor pole proposes be: can form support anchoring power rapidly behind (1) skyhook, control rock mass deformation from the supporting characteristic; (2) can make anchor pole tool supporting power forever and durability by reliable slip casting; (3) can make the bolt grouting body be in zero stress or injecting cement paste by prestressing force occur ftractureing and prevents anchor pole not corrosion under long-term work; (4) construction technology is simple and reliable.
For addressing the above problem, as Chinese patent (ZL02265041.5) " a kind of segmented hollow grouting anchor " with apply for a patent (application number 02112233.4) " a kind of anchor rod support method and segmented hollow grouting anchor thereof ", a kind of technical scheme has been proposed.
This invention proposed a kind of morning of strong anchoring, can prestressed segmented hollow grouting anchor, by hollow lever, the solid body of rod and branch sleeve (connects two bodies of rod and be with side down hole, side down hole is communicated with the hollow lever cavity) between the two, bearing plate, hex nut, reach that packing ring, centralizer, slip casting (or exhaust) are managed, the slurry-blocking device composition.Anchor pole mounting process method is such realization: hole in the stratum with auger (1); (2) at the scene hollow lever, centralizer, branch sleeve, the solid body of rod and slurry-blocking device are assembled the early strong anchoring agent of packing in the boring deep; (3) the above-mentioned anchor bar body that assembles is made the anchor bar body installation in position with rig to rotate means such as impacts, make the solid body of rod and early strong anchoring body fully stir, push and in boring filling closely knit; (4) treat that early strong anchoring body knot reaches behind the desirable strength mounting support backing plate, packing ring and nut on the face of rock stratum firmly.When as needs anchor pole being carried out prestressing force, available extruding air ram jack pair hollow lever stretch-draw prestressing force and with nut locking prestressing force load is perhaps directly realized prestressing force with the torque wrench fastening nut to hollow lever; (5) finish and reach after the step the slip casting of hollow lever section, realize the full bonding slip casting and the anchoring of grouting behind shaft or drift lining section, installing downwards when anchor pole (is that the relative aperture of foot of hole is when low, side wall and base plate as the tunnel) cavity of hollow lever is as the slip casting road, be installed in pipeline on the backing plate as exhaust duct, from the end slip casting of hollow bolt lower cavity, slurries flow out from the side direction duct that branch sleeve links to each other with the hollow lever cavity by hollow bolt and enter boring, and are full of boring formation injecting cement paste gradually.When on the anchor pole when installing (when foot of hole is higher than the aperture) as the arch in tunnel, pipeline is the slip casting road, the cavity of hollow lever is made exhaust duct.During slip casting, slurry is full gradually to form injecting cement paste, and discharges from the duct, enters the cavity of hollow lever.When slurries flow out from the cavity end, stop slip casting, finish anchor pole and install.Therefore can realize 360 ° installation.
This technical scheme is during as prestressed anchor, hollow lever is free section, the solid body of rod is an anchoring section, is the binding type prestressed anchor that quick anchoring that anchoring section is carried out in the early strong anchoring agent of powder stick or resin combines with the hollow lever grouting behind shaft or drift lining, in the applicable and various rock stratum.But also there is following shortcoming in this technical scheme:
(1) economy problems.Anchoring section is that the bonding by early strength admixture, anchor pole and drill hole wall forms, so anchoring section length is relevant with the adhesion strength of rock stratum.The adhesion strength height that rock strength is good, anchoring section is short; Otherwise the adhesion strength of catalase is low, the anchoring segment length.Anchoring section length computation formula is by National Standard anchor pole concrete-spraying technology standard " (GB50086-2001) be
La＝K×N/π×D×qr
La-anchoring section length (mm), the K-safety factor, N-anchor pole axial tension design load (kN), the anchor rod anchored body diameter of D-(boring aperture, mm), qr-cement calculus body and rock hole wall adhesion strength design load.
With bolthole φ 42mm is example, N=60KN, K=2.0, calculate as table (setting with GB50086 is got median calculation) it:
| The rock kind | ????qr(MPa) | ??La |
| Hard rock (Rb＞60Mpa) | ????1.8 | ??2×60/π×42×1.8＝0.5m |
| Middle hard rock (Rb=30～60Mpa) | ????1.0 | ??2×60/π×42×1.0＝0.91m |
| Soft rock (Rb=5～30Mpa) | ????0.52 | ??2×60/π×42×1.0＝1.75m |
When anchor pole will reach identical value of thrust, anchoring section was longer than expansion type rock bolt, because its shell anchorage head that rises of expansion type rock bolt is the long approximately 0.15m of anchoring section, thereby the segmented hollow grouting anchor is with respect to the cost height of expansion type rock bolt;
(2) timely not as expansion type rock bolt aspect the instantaneous anchored force of formation, expansion type rock bolt forms the some anchor-hold by the shell power that rises of anchorage head, and the bonding of segmented hollow grouting anchor by early strength admixture, anchor pole and drill hole wall forms, the certain consolidation time of bonding need produce anchored force.
(3) can not use the immediate support effect in the many rock stratum of underground water.At underground water for a long time, also, strong anchoring agent early make supporting unreliable or be difficult to form supporting power even the rock globality is fine because of being subjected to influence on groundwater.
(4) anchor pole uses length limited system.In engineering practice, find, when rock-bolt length 5m is above, anchor bar body can not be stirred fully to the anchoring agent of strong anchoring section early and makes anchored force and reliability influenced.The use that has limited long anchor pole is especially as the use of prestressed anchor.
Summary of the invention
The invention provides a kind of expansion type rock bolt, this anchor pole can form support anchoring power rapidly after installing, and control rock mass deformation both can be used as permanent support, can be used as temporary lining again.
A kind of expansion type rock bolt, by the shell anchorage head that rises, anchor bar body, bearing plate, clamp nut, packing ring, connecting pipe are formed, the described shell anchorage head that rises is made up of wedge in the shell that rises and the two lobes shell intermediate plate that rises, the shell intermediate plate that rises is fixed on by the colligation rope in the both-side opening groove of wedge in the shell that rises, and the wedge bottom is connected with anchor bar body in the described shell that rises, and the both sides, top are open slot, the open slot upper center has the inclined-plane wedge, forms two-sided wedge shape sliding tray; The shell intermediate plate inboard of rising has the inclined-plane that matches with the inclined-plane wedge; The anchor bar body top enters in the shell that rises and can cooperate with the shell intermediate plate lower surface of rising behind the wedge.
Behind the forelock, the end face of wedge in the shell that rises is stretched out on the top of the shell intermediate plate that rises in described rise the shell intermediate plate and the shell that rises.
Have longitudinal fluting on the two sides of the inclined-plane wedge of wedge in the described shell anchorage head rise shell that rises, the inboard corresponding position of the shell intermediate plate that rises is provided with the longitudinal fluting that matches, and wedge cooperates the back to form longitudinal hole in the shell that rises with the shell intermediate plate that rises.
The end of the longitudinal fluting on the described inclined-plane wedge has the cross connection mouth.
Described anchor bar body is a hollow tube, anchor bar body with rise after wedge is connected in the shell by the wedge and the shell intermediate plate that the rises longitudinal hole connection of back formation that matches in anchor bar body internal cavity and the shell that rises.
The external surface of the described shell intermediate plate that rises is the garden cylinder, has two circumferential groove on the cylinder of garden at least.
The external surface of the described shell intermediate plate that rises is for falling hackly surface, and described sawtooth can be the hoop distribution, herringbone distributes or graininess distributes.
Described anchor bar body is the solid body of rod.Can be on the body of rod with passing the slip casting of bearing plate or the pipeline that exhaust is used, the another port of pipeline extends near the shell anchorage head that rises.
But described anchor bar body not only comprises the hollow tube or the solid body of rod of the total length screw thread that any point is threaded, and comprising the only partial screw threads surface in the length of hollow bolt body two ends, remainder is the hollow tube and the solid body of rod on non-threaded surface.
The anchor pole device that the present invention proposes has following function and effect: (1) can form turgor pressure power by rise shell and crag, can form support anchoring power rapidly behind the skyhook, control rock mass deformation; (2) both can be used as permanent support, can be used as temporary lining again; (3) anchor pole can be installed and slip casting by 360 ° of any directions, and construction technology is simple, slip casting is reliable, makes anchor pole tool permanent support power and durability; (4) can make the bolt grouting induration be in zero stress or tensile stress do not occur by prestressing force, thereby make induration cracking not occur, the protection anchor bar body be subjected to the erosion of stratum media, the application life of improving anchor pole under long-term work; (5) applicable to most stone matter wall rock condition supportings and the superior characteristics of cost performance.
Description of drawings
Fig. 1 is one embodiment of the present invention structural representation;
Fig. 2 for the shell anchorage head 1 that rises of anchor pole shown in Figure 1 by the structural representation behind the spreading;
Fig. 3 is the assembling schematic diagram of wedge, rise shell intermediate plate and anchor bar body in the shell that rises of the shell anchorage head 1 that rises among Fig. 1;
Fig. 4 is the schematic perspective view of wedge in the shell of rising;
Fig. 5 is a kind of structural representation of shell intermediate plate external surface of rising;
The expansion shell type grouted anchor bar structural representation of Fig. 6 another embodiment of the present invention;
Fig. 7 is that the contrive equipment of Fig. 1 is installed in the elevation in the stratum.
Reference numeral is in the above-mentioned accompanying drawing: 1---the shell anchorage head rises; 2---wedge in the shell that rises; 3---the shell intermediate plate rises; 4---bearing plate; 5---clamp nut; 6---packing ring; 7---stop grouting plug; 8---connecting pipe; 9---the cavity of anchor bar body 10; 10---anchor bar body; 11---the colligation rope; 12---the branch sleeve that wedge 2 is threaded with the hollow bolt body in the shell that rises; 13---the both-side opening groove of wedge 2 in the shell that rises; 14---the inclined-plane wedge; 15---the inboard inclined-plane of the shell intermediate plate 3 that rises; 16---the external surface of the shell intermediate plate 3 that rises; 17---the head end of the shell intermediate plate 3 that rises; 18---the bottom end face of the shell intermediate plate 3 that rises; 19---the head end of wedge 2 in the shell that rises; 20---the wedge shape sliding tray on wedge 2 tops in the shell that rises; 22---the longitudinal fluting in the shell that rises on the wedge inclined-plane 14; 23---the longitudinal fluting on the shell intermediate plate 3 that rises; 24---the circumferential groove on the external surface 16 of the shell intermediate plate 3 that rises; 25---the end cross connected entrance of longitudinal fluting 22; 26---the sawtooth on shell intermediate plate 3 external surfaces that rise; 30---pipeline; 60---stratum (rock stratum); 61---bearing surface; 62---the grouting reinforcement body; 63---borehole wall; 64---the bottom in boring hole
The specific embodiment
As figure, a kind of expansion type rock bolt, by the shell anchorage head 1 that rises, anchor bar body 10, bearing plate 4, clamp nut 5, packing ring 6, connecting pipe 8 formed, and the shell anchorage head 1 that rises is made up of wedge 2 in the shell that rises and the two lobes shell intermediate plate 3 that rises, and the shell intermediate plate 3 that rises is fixed in the both-side opening groove 13 of wedge 2 in the shell that rises by colligation rope 11, wedge 2 bottoms are connected with anchor bar body 10 in the described shell that rises, the both sides, top are open slot 13, and open slot 13 upper center have inclined-plane wedge 14, form two-sided wedge shape sliding tray 20; Shell intermediate plate 3 inboards of rising have the inclined-plane 15 that matches with inclined-plane wedge 14; Anchor bar body 10 tops enter in the shell that rises and can cooperate with shell intermediate plate 3 lower surfaces of rising behind the wedge 2.
Rising, wedge 2 is garden cylinder cylindrical shell in the shell, has in the garden cylinder cylindrical shell 12 of end portion to be connected the internal thread that is complementary with anchor bar body 10; The upper part longitudinal component of cylindrical shell is cut and forms two open slots 13, and remainder is cut the formation inclined-plane near the outer garden of the part cylinder of head end, is beneficial to installation; The end portion hollow of open slot 13, the upper part is linked to be integral body by the inclined-plane wedge 14 with inclined-plane, the wedge shape sliding tray 20 of forming the wide up and down shell intermediate plate 3 that fixedly rises, inclined-plane wedge 14 is thick and the lower end thin near head end, wedge 14 middle double in inclined-plane have been worn longitudinal fluting 22 one, are used for slip casting or exhaust; An end connected entrance 25 is arranged, in order to slip casting or exhaust on longitudinal fluting 22 bottom positions.
The shell intermediate plate 3 of rising inboard for have with the shell that rises in the inclined-plane 15 that is complementary of the inclined-plane wedge 14 of wedge 3, its top is an end face 17, the bottom is an end face 18.Rise by shell intermediate plate 3 by inclined-plane 15 and inclined-plane wedge 14, can form relative slip under external force, drive the shell intermediate plate 3 outside spreadings that rise.The shell intermediate plate 3 of rising has longitudinal fluting 23 in the middle of the inboard inclined-planes 15, is complementary with the longitudinal fluting 22 of wedge 2 in the shell that rises, and forms two longitudinal holes in the wedge shape sliding tray 20, in order to slip casting or exhaust; Longitudinal fluting 23 end face 17 from the head begins to end to bottom end face 18.The rise bottom surface 18 of shell intermediate plate 3 can be complementary with the end of the anchor bar body 10 that is fit into wedge 2 in the shell that rises.
Rising by shell intermediate plate 3 external surfaces 16 for the garden cylinder can be shiny surface or exasperate structure, can be the structure of falling the hackly surface also, sees Fig. 5.When outer garden cylinder 16 was shiny surface or exasperate structure, it can also be the taper seat of upper end point near the outer garden of head 17 upper end sub-fractions cylinder, is beneficial to install.Rising has two circumferential groove 24 at least on the external surface 16 of shell intermediate plate 3, and the bundle of wedge 2 is made into integral body in be used to rise shell intermediate plate 3 and the shell that rises.
Shell intermediate plate 3 external surfaces 16 that rise among Fig. 5 are the structure of falling the hackly surface, the sawtooth that falls on its surface can be hoop and falls sawtooth 26 or become herringbone to fall sawtooth or graininess to fall sawtooth, hoop falls sawtooth 26 and both can be equally spaced, and also can not be equally spaced, and falls available colligation rope 11 colligations in the jagged hoop ditch.Colligation rope 11 can be the plastic ties or the wire of certain intensity.
When the formation hardness of rock stratum 60 is high, rock mass shear strength height, the shell intermediate plate 3 outer garden cylinders 16 that rise adopt zigzag, by its local extruding force, can improve the frictional force of rise shell intermediate plate 3 and rock stratum hole wall 63; When the hardness of rock stratum 60 is hanged down, the rock mass shear strength is low, the shell intermediate plate 3 outer garden cylinders 16 that rise adopt shiny surface or exasperate structure, can improve rise shell intermediate plate 3 and hole wall 63 contact surface areas, so it is big to transmit the compressive load area, reduce local extruding and shear failure, thus both frictional force improved, thus improve the anchored force of anchor pole.
When shell anchorage head 1 assembling of rising is in place, see Fig. 1, two lobes shell intermediate plate 3 opposites of rising are installed in two open slots 13 of wedge 2 in the shell that rises; When being assembled into integral body, the point 17 of the shell intermediate plate 3 that rises slightly is longer than the end face 19 of wedge 2 in the shell that rises.
Described anchor bar body 10 is a hollow tube at first kind of embodiment.Anchor bar body 10 with rise after wedge 2 is connected in the shell, the endoporus of anchor bar body 10 is communicated with two longitudinal holes in the wedge shape sliding tray 20, be convenient to slip casting or exhaust, slurries can flow from hollow tube neutralization rising shell anchorage head, though this embodiment can be used as temporary lining when not slip casting, be used for permanent support after mostly being slip casting in using.
Described anchor bar body 10 second kind of embodiment be the solid body of rod.When this embodiment was used for temporary lining, shown anchor pole device can not established connecting pipe 8 and not carry out slip casting; The anchor pole device of this moment is by the shell anchorage head 1 that rises, and anchor bar body 10, bearing plate 4, clamp nut 5, packing ring 6 are formed.When being used for permanent support, enclose a pipeline 30 in the outside of anchor bar body 10, pipeline 30 extends near near the anchorage head 1 along the body of rod as far as possible, and the function of pipeline 30 is identical with the cavity of hollow tube 9; Anchor pole is by the shell anchorage head 1 that rises at this moment, and anchor bar body 10, bearing plate 4, clamp nut 5, packing ring 6, connecting pipe 8 and pipeline 30 are formed; During use, carry out slip casting and exhaust by the cooperation of connecting pipe 8 and pipeline 30.
But anchor bar body shown in this device 10 not only comprises the total length threaded hollow body or the solid body of rod that total length thread surface any point is threaded, and comprise the only partial screw threads surface in the length of hollow bolt body two ends, as with the threaded engagement of nut 5 and with the shell that rises of the shell anchorage head 1 that rises in being threaded of wedge 2, and the hollow tube and the solid body of rod that the middle part can non-threaded surface.
The mounting process method of first kind of embodiment and the operating principle of anchor pole are achieved in that
Step 1: with auger in stratum (rock stratum) 60, hole 63 and cleaning hole.At the scene wedge 21 in the shell that rises of an end of the hollow bolt body 10 of belt surface a chain for binding criminals line and the shell anchorage head 1 that rises is connected, and the shell intermediate plate 3 usefulness colligation ropes 11 colligations assembling of will rising is in place.
Step 2: will assemble the shell anchorage head 1 that rises in place and be inserted in boring hole 63 together with hollow bolt body 10.Tail end at hollow bolt body 10 makes anchorage head 1 be inserted into foot of hole 64 together with anchor bar body 10 with rig (or drill instrument) to rotate means such as impact, and the shell intermediate plate 3 outside spreadings that rise after the shell anchorage head 1 that rises is held out against.
Step 3: in hell one stop grouting plug 7 is installed as required, is gone out to prevent ororrhea.Connecting pipe 8 is installed simultaneously, and on anchor bar body 10 and rock stratum bearing surface 61 mounting support backing plate 4, packing ring 6 and clamp nut 5, connecting pipe 8 should pass in the boring hole 63 that bearing plate 4 enters.Available torque spanner fastening nut 5 can carry out slip casting.When anchor pole being carried out prestressing force as need, available extruding air ram jack pair anchor bar body 10 stretch-draw prestressing forces, and with nut 5 locking prestressing force loads.Perhaps directly carry out prestressing force with 4 pairs of anchor bar bodies of torque spanner fastening nut 10.
Step 4: after finishing above-mentioned steps, can carry out slip casting to anchor pole: when anchor pole is installed (when hang down in foot of hole 64 relative apertures downwards, when installing down as underground chamber or side slope anchor pole) cavity 9 of anchor bar body 10 is as the slip casting road, be installed in connecting pipe 8 on the backing plate 4 as exhaust duct, slip casting liquid enters cavity 9 from tail end, arrive the other end of anchor bar body, and the longitudinal fluting 23 by 2 connected entrances 25 of wedge in the shell that rises and longitudinal fluting 22 and the shell intermediate plate 3 that rises forms two longitudinal holes and flows out to foot of hole, and is full of boring gradually and forms grouting reinforcement body 62.When slurries stop slip casting, anchor pole installation when connecting pipe 8 flows out.
When anchor pole is upwards installed (when foot of hole is higher than the aperture, when installing up as underground chamber arch anchor pole), connecting pipe 8 is the slip casting road, and the cavity 9 of hollow lever 10 is made exhaust duct.During slip casting, the full gradually injecting cement paste 62 that forms of slurry, and the connected entrance 25 of wedge 2 enters the cavity 9 of anchor bar body 10 in the longitudinal holes that forms of the longitudinal fluting 23 of the longitudinal fluting 22 by wedge 2 in the shell that rises of the shell anchorage head 1 that rises and the shell intermediate plate 3 that rises and the shell that rises.When slurries when the afterbody of anchor bar body 10 flows out, stop slip casting, finish anchor pole and install.
The mounting process method of second kind of embodiment and the operating principle of anchor pole are achieved in that
Step 3: when anchor pole was used as temporary lining, mounting support backing plate 4, packing ring 6 and clamp nut 5 on anchor bar body 10 and rock stratum bearing surface 61 directly got final product the anchor pole installation with torque spanner fastening nut 5.This moment is to the prestressing force size of nut 5 screwing forces decision anchor pole.When anchor pole need not or reclaim, can unclamp nut 5, unload the body of rod 10, nut 5, bearing plate 4 and packing ring 6 and reuse, but anchorage head 1 can not unload.
When being used for permanent support, with first kind of embodiment step 3.In hell stop grouting plug 7 and connecting pipe 8 are installed, and on anchor bar body 10 and rock stratum bearing surface 61 mounting support backing plate 4, packing ring 6 and clamp nut 5, connecting pipe 8 should pass in the boring hole 63 that bearing plate 4 enters.Available torque spanner fastening nut 5 can carry out slip casting and prestressing force.
Step 4: with first kind of embodiment step 4, can carry out slip casting to anchor pole: downwards when anchor pole is installed, the pipeline 30 that is attached on the anchor bar body 10 and passes backing plate 4 is as the slip casting road, be installed in connecting pipe 8 on the backing plate 4 as exhaust duct, slip casting liquid arrives the bottom from pipeline 30 1 ends, and is full of boring formation grouting reinforcement body 62 gradually.When slurries stop slip casting, anchor pole installation when connecting pipe 8 flows out.
When anchor pole is upwards installed (when foot of hole is higher than the aperture, when installing down as underground chamber arch anchor pole), connecting pipe 8 is the slip casting road, and pipeline 30 is made exhaust duct.During slip casting, the full gradually injecting cement paste 62 that forms of slurry; When anchor pole outreached, slurries were high-end when low side flows out by pipeline 30, stop slip casting, finish the anchor pole installation.
This embodiment as the different characteristics of the permanent support time spent and first embodiment be rise by shell anchorage head 1 can not slip casting.The durability that be to keep the anchor pole long-term work, the shell anchorage head 1 that rises can be made or preservative treatment is carried out on the surface with resistant material.
The operating principle of shell anchorage head 1 in rock pore 63 that rise is:
After anchorage head 1 arrived at the bottom of the hole 64, rig held out against two points 17 of the shell intermediate plate 3 that rises and the boring end 64.Anchorage head 1 rotates with the body of rod 10 before holding out against, when the rotation impact is further carried out, be tied and rotate because of the point 17 of the shell intermediate plate 3 that rises holds out against, the interior wedge 2 of the shell that rises also can not be rotated, force the termination of anchor bar body 10 in the shell that rises, to be rotated in the wedge 2 like this, anchor pole 10 rotations are advanced, termination point of anchor rod will withstand rise two bottom faces 18 of shell intermediate plate 3 of two lobes like this, the promotion shell intermediate plate 3 that rises slides along inclined-plane wedge 14 directions in the wedge shape sliding tray 20 of wedge 2 in the shell that rises forward, makes upwards and the outwards spreading of shell intermediate plate 3 that rises.When spreading was deformed to a certain degree, colligation rope (or wire) 11 was drawn back, and the external surface of the shell intermediate plate 3 that rises is close to, is formed tension and frictional force until mutual extrusion with boring wall 63; When rig can not be rotated further anchor bar body 10, shell anchorage head 1 installation in position that rises, the anchored force of the shell anchorage head 1 that rises forms thus.When by stretch-draw jack or 5 pairs of anchor bar body 10 stretch-draw of torque spanner fastening nut, wedge 2 spurs downwards in the shell that rises because pulling force makes, correspondingly by inclined-plane 15, the shell intermediate plate 3 that rises is upwards slided and spreading along inclined-plane wedge 14, and generation and the hole wall 63 big frictional resistance of healing; When pulling force was big more, the tension of its shell anchorage head 1 that rises and frictional force also increased thereupon; When lock nut 5, promptly in anchor bar body 10, produce prestressing force, reach prestressed purpose.This anchor pole is during as prestressed anchor, and anchor bar body 10 is free section to the length within the branch sleeve 12 of the shell anchorage head 1 that rises, and the length of the shell intermediate plate 3 that rises is anchoring section length.
Claims (10)
1. expansion type rock bolt, by the shell anchorage head (1) that rises, anchor bar body (10), bearing plate (4), clamp nut (5), packing ring (6), connecting pipe (8) is formed, it is characterized in that: the described shell anchorage head (1) that rises is made up of the shell intermediate plate (3) that rises of wedge (2) and two lobes in the shell that rises, the shell intermediate plate (3) that rises is fixed in the both-side opening groove (13) of wedge (2) in the shell that rises by colligation rope (11), wedge (2) bottom is connected with anchor bar body (10) in the described shell that rises, the both sides, top are open slot (13), open slot (13) upper center has inclined-plane wedge (14), forms two-sided wedge shape sliding tray (20); Shell intermediate plate (3) inboard of rising has the inclined-plane (15) that matches with inclined-plane wedge (14); Anchor bar body (10) top enters in the shell that rises and can cooperate with shell intermediate plate (3) lower surface of rising behind the wedge (2).
2. a kind of expansion type rock bolt according to claim 1 is characterized in that: after the described shell intermediate plate (3) that rises was fixed with the interior wedge (2) of the shell that rises, the head end (19) of wedge (2) in the shell that rises was stretched out on the top (17) of shell intermediate plate (3) of rising.
3. a kind of expansion type rock bolt according to claim 1, it is characterized in that: have longitudinal fluting (22) on the described inclined-plane wedge (14) on the wedge (2) in shell anchorage head (1) the rise shell of rising two-sided, the inboard corresponding position of the shell intermediate plate (3) that rises is provided with the longitudinal fluting (23) that matches, and wedge (2) cooperates the back to form longitudinal hole in the shell that rises with the shell intermediate plate (3) that rises.
4. a kind of expansion type rock bolt according to claim 3 is characterized in that: the end of the longitudinal fluting (22) on the described inclined-plane wedge (14) has cross connection mouth (25).
5. a kind of expansion type rock bolt according to claim 1, it is characterized in that: described anchor bar body (10) is a hollow tube, anchor bar body (10) with rise after wedge (2) is connected in the shell by the longitudinal hole connection of formation after the wedge (2) and the shell intermediate plate (3) that rises match in anchor bar body internal cavity (9) and the shell that rises.
6. a kind of expansion type rock bolt according to claim 1 is characterized in that: the external surface (16) of described shell intermediate plate (3) of rising is the garden cylinder, has two circumferential groove (24) on the cylinder of garden at least.
7. a kind of expansion type rock bolt according to claim 1 is characterized in that: the external surface (16) of described shell intermediate plate (3) of rising is for falling hackly surface, and described sawtooth (26) can be the hoop distribution, herringbone distributes or graininess distributes.
8. a kind of expansion type rock bolt according to claim 1 is characterized in that: described anchor bar body (10) is the solid body of rod.
9. a kind of expansion type rock bolt according to claim 8 is characterized in that: described anchor bar body (10) is gone up with slip casting of passing bearing plate (4) or exhaust pipeline (30), and the another port of pipeline (30) extends near the shell anchorage head (1) that rises.
10. a kind of expansion type rock bolt according to claim 1, it is characterized in that: described anchor bar body (10) but not only comprise the hollow tube or the solid body of rod of the total length screw thread that any point is threaded, and only comprise the partial screw threads surface in the length of anchor bar body two ends and remainder is the hollow tube or the solid body of rod on non-threaded surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2003101085475A CN100365245C (en) | 2003-11-11 | 2003-11-11 | Shell expansion type rock bolt |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2003101085475A CN100365245C (en) | 2003-11-11 | 2003-11-11 | Shell expansion type rock bolt |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1544798A true CN1544798A (en) | 2004-11-10 |
| CN100365245C CN100365245C (en) | 2008-01-30 |
Family
ID=34334739
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2003101085475A Expired - Lifetime CN100365245C (en) | 2003-11-11 | 2003-11-11 | Shell expansion type rock bolt |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100365245C (en) |
Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100370081C (en) * | 2005-07-08 | 2008-02-20 | 吴德兴 | Shell expand anchorage head and anchor bar |
| CN101824996A (en) * | 2010-05-18 | 2010-09-08 | 杭州图强工程材料有限公司 | Expansion shell type anchoring head and anchor rod with the same |
| CN102322467A (en) * | 2011-09-07 | 2012-01-18 | 梁幸平 | A kind of locking nail |
| CN102808635A (en) * | 2012-07-20 | 2012-12-05 | 中国科学院武汉岩土力学研究所 | Expanding shell type inner anchor head pre-stressed anchor rod and installation using method thereof |
| CN104047287A (en) * | 2014-05-26 | 2014-09-17 | 江苏金海新能源科技有限公司 | Prestressed sleeve self-lock anchor rod |
| CN104390853A (en) * | 2014-09-30 | 2015-03-04 | 淮北宇鑫新型材料有限公司 | Tensile test fixture and assembly |
| CN104846821A (en) * | 2015-04-30 | 2015-08-19 | 广西大学 | Hollow-tube seam type anchor rod and mounting method thereof |
| CN105114110A (en) * | 2015-09-21 | 2015-12-02 | 洛阳中岩工程材料有限公司 | Novel slide way type expanding-shell anchor head |
| CN105133607A (en) * | 2015-09-07 | 2015-12-09 | 赵明 | Expander type anchor cable device |
| CN106121697A (en) * | 2016-08-19 | 2016-11-16 | 中国葛洲坝集团第三工程有限公司 | A kind of fast lifting rises the device and method of the initial anchor force of shell anchor head |
| CN106320610A (en) * | 2016-10-31 | 2017-01-11 | 洛阳中岩工程材料有限公司 | Top ring type expanding shell anchor head |
| CN107559032A (en) * | 2017-10-30 | 2018-01-09 | 洛阳工岩科技有限公司 | Aerofoil profile two dimension prestressing anchor drilling rod |
| CN109209455A (en) * | 2018-09-26 | 2019-01-15 | 浙江普泰克金属制品有限公司 | A kind of expansion shell type prestressing force hollow grouting anchor with plasma resistance plug |
| CN110670599A (en) * | 2019-09-09 | 2020-01-10 | 中冶交通建设集团有限公司 | Hollow grouting prestressed anchor rod and construction method thereof |
| CN110805463A (en) * | 2019-11-29 | 2020-02-18 | 浙江聚能岩土锚固研究有限公司 | Anchor rod expansion shell head |
| CN111594242A (en) * | 2020-05-15 | 2020-08-28 | 浙江聚能岩土锚固研究有限公司 | Prestressed expanding shell anchor rod and construction method thereof |
| CN111594241A (en) * | 2020-05-15 | 2020-08-28 | 浙江聚能岩土锚固研究有限公司 | Shell expansion anchor rod for soft rock and construction method thereof |
| CN111828065A (en) * | 2020-07-13 | 2020-10-27 | 侯小柱 | Detachable anchor rod supporting structure for roadway support |
| CN113417678A (en) * | 2021-07-27 | 2021-09-21 | 辽宁工程技术大学 | Warped-shell type anti-impact anchor rod and supporting method thereof |
| CN114320416A (en) * | 2021-12-29 | 2022-04-12 | 西安建筑科技大学 | Expansion shell type yielding anchor rod and use method thereof |
| CN114439523A (en) * | 2021-12-28 | 2022-05-06 | 杭州图强工程材料有限公司 | Expansion shell type anchoring head and anchor rod |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE2903694A1 (en) * | 1979-01-31 | 1980-08-14 | Gebirgssicherung Gmbh | MOUNTAIN ANCHOR |
| CN86201097U (en) * | 1986-02-25 | 1987-02-04 | 中国有色金属工业总公司金川资源综合利用和重有色金属硫化矿富氧熔炼技术开发中心 | Expanding wedge type rock anchor bar |
| CA1331705C (en) * | 1988-07-26 | 1994-08-30 | Richard Roy Wood | Rock anchor |
| CN2228132Y (en) * | 1995-01-10 | 1996-05-29 | 煤炭科学研究总院北京开采研究所 | Double-wedge metal anchoring-bolt |
| CN2229517Y (en) * | 1995-01-26 | 1996-06-19 | 煤炭科学研究总院北京开采研究所 | Expanding shell type metal anchoring-bolt fixed head |
-
2003
- 2003-11-11 CN CNB2003101085475A patent/CN100365245C/en not_active Expired - Lifetime
Cited By (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100370081C (en) * | 2005-07-08 | 2008-02-20 | 吴德兴 | Shell expand anchorage head and anchor bar |
| CN101824996A (en) * | 2010-05-18 | 2010-09-08 | 杭州图强工程材料有限公司 | Expansion shell type anchoring head and anchor rod with the same |
| CN101824996B (en) * | 2010-05-18 | 2013-01-30 | 杭州图强工程材料有限公司 | Expansion shell type anchoring head and anchor rod with the same |
| CN102322467A (en) * | 2011-09-07 | 2012-01-18 | 梁幸平 | A kind of locking nail |
| CN102808635A (en) * | 2012-07-20 | 2012-12-05 | 中国科学院武汉岩土力学研究所 | Expanding shell type inner anchor head pre-stressed anchor rod and installation using method thereof |
| CN102808635B (en) * | 2012-07-20 | 2015-10-07 | 中国科学院武汉岩土力学研究所 | A kind of swollen shell-type Inner bolt head prestressed anchor and installation and application thereof |
| CN104047287A (en) * | 2014-05-26 | 2014-09-17 | 江苏金海新能源科技有限公司 | Prestressed sleeve self-lock anchor rod |
| CN104390853A (en) * | 2014-09-30 | 2015-03-04 | 淮北宇鑫新型材料有限公司 | Tensile test fixture and assembly |
| CN104846821A (en) * | 2015-04-30 | 2015-08-19 | 广西大学 | Hollow-tube seam type anchor rod and mounting method thereof |
| CN105133607A (en) * | 2015-09-07 | 2015-12-09 | 赵明 | Expander type anchor cable device |
| CN105114110A (en) * | 2015-09-21 | 2015-12-02 | 洛阳中岩工程材料有限公司 | Novel slide way type expanding-shell anchor head |
| CN106121697A (en) * | 2016-08-19 | 2016-11-16 | 中国葛洲坝集团第三工程有限公司 | A kind of fast lifting rises the device and method of the initial anchor force of shell anchor head |
| CN106320610A (en) * | 2016-10-31 | 2017-01-11 | 洛阳中岩工程材料有限公司 | Top ring type expanding shell anchor head |
| CN107559032A (en) * | 2017-10-30 | 2018-01-09 | 洛阳工岩科技有限公司 | Aerofoil profile two dimension prestressing anchor drilling rod |
| CN107559032B (en) * | 2017-10-30 | 2024-01-02 | 洛阳工岩科技有限公司 | Wing type bidirectional prestress anchor drill rod |
| CN109209455A (en) * | 2018-09-26 | 2019-01-15 | 浙江普泰克金属制品有限公司 | A kind of expansion shell type prestressing force hollow grouting anchor with plasma resistance plug |
| CN109209455B (en) * | 2018-09-26 | 2023-08-25 | 浙江普泰克金属制品有限公司 | Expansion shell type prestress hollow grouting anchor rod with slurry blocking plug |
| CN110670599A (en) * | 2019-09-09 | 2020-01-10 | 中冶交通建设集团有限公司 | Hollow grouting prestressed anchor rod and construction method thereof |
| CN110805463A (en) * | 2019-11-29 | 2020-02-18 | 浙江聚能岩土锚固研究有限公司 | Anchor rod expansion shell head |
| CN111594242A (en) * | 2020-05-15 | 2020-08-28 | 浙江聚能岩土锚固研究有限公司 | Prestressed expanding shell anchor rod and construction method thereof |
| CN111594241A (en) * | 2020-05-15 | 2020-08-28 | 浙江聚能岩土锚固研究有限公司 | Shell expansion anchor rod for soft rock and construction method thereof |
| CN111828065A (en) * | 2020-07-13 | 2020-10-27 | 侯小柱 | Detachable anchor rod supporting structure for roadway support |
| CN113417678A (en) * | 2021-07-27 | 2021-09-21 | 辽宁工程技术大学 | Warped-shell type anti-impact anchor rod and supporting method thereof |
| CN114439523A (en) * | 2021-12-28 | 2022-05-06 | 杭州图强工程材料有限公司 | Expansion shell type anchoring head and anchor rod |
| CN114320416A (en) * | 2021-12-29 | 2022-04-12 | 西安建筑科技大学 | Expansion shell type yielding anchor rod and use method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN100365245C (en) | 2008-01-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100365245C (en) | Shell expansion type rock bolt | |
| CN1200199C (en) | A pin timbering process and sectionalized hollow mud injecting stay bolt thereof | |
| CN2830645Y (en) | Pouring anchor arm with anti-corrosion bushing | |
| CN1712670A (en) | Slip casting roof bolt with anticorrosive casing pipe | |
| CN100453743C (en) | Prestress anchor device | |
| CN100370081C (en) | Shell expand anchorage head and anchor bar | |
| CN103352581B (en) | Adopt the method for inner prestressed reinforcement bolt anchorage sintered clay brick masonry structure | |
| CN2809009Y (en) | Expansion shell anchor rod for multifunctional stop-grouting plug | |
| KR101142635B1 (en) | A deformable rock bolt | |
| US9091167B2 (en) | Self drilling rock bolt | |
| CN1718940A (en) | Multifunction pulp stopping plug for anchor rod and its pulp filling adaptor | |
| CN2911011Y (en) | Prestressed anchor arm device | |
| CN100422448C (en) | Anti-corrosion rockbolt with sack body | |
| CN111456782B (en) | Grouting bonding prestress yielding anchor rod and construction method thereof | |
| CN102330427B (en) | Stiffening pile with high uplift resistance | |
| CN101029571A (en) | Rock bolt and its usage method | |
| CN203230443U (en) | Novel case expanding reverse wedging type slip casting anchor rod | |
| CN2658401Y (en) | Expansion type anchor bolt | |
| CN2561935Y (en) | Sectional hollow slip anchor rod | |
| CN2326728Y (en) | Expansion-cracking type self-adaptive multi-point-anchoring anchor | |
| CN209430233U (en) | One kind rises shell anchorage head | |
| CN2934358Y (en) | Anticorrosion anchor rod with utricle | |
| CN215520930U (en) | Novel multi-functional inflation slip casting stock | |
| CN1908336A (en) | Building anchor bolt | |
| CN202227341U (en) | Reinforced pile with high anti-pulling force |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Hangzhou Dodrive Engineering Materials Co.,Ltd. Assignor: Wu Dexing Contract record no.: 2011330000498 Denomination of invention: Shell expansion type rock bolt Granted publication date: 20080130 License type: Exclusive License Open date: 20041110 Record date: 20110513 |
|
| ASS | Succession or assignment of patent right |
Owner name: XIANG XIAOZHEN Free format text: FORMER OWNER: WU DEXING Effective date: 20131203 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| COR | Change of bibliographic data |
Free format text: CORRECT: ADDRESS; FROM: 310008 HANGZHOU, ZHEJIANG PROVINCE TO: 310051 HANGZHOU, ZHEJIANG PROVINCE |
|
| TR01 | Transfer of patent right |
Effective date of registration: 20131203 Address after: 3 building 88, 502 Jiangling Road, Binjiang District, Zhejiang, Hangzhou 310051, China Patentee after: Xiang Xiaozhen Address before: Hangzhou City, Zhejiang province 310008 Qiutao Road No. 18 building 6 floor Hangzhou City Knitting Chinese Tuqiang Engineering Material Co Ltd Patentee before: Wu Dexing |
|
| EC01 | Cancellation of recordation of patent licensing contract |
Assignee: Hangzhou Dodrive Engineering Materials Co.,Ltd. Assignor: Wu Dexing Contract record no.: 2011330000498 Date of cancellation: 20131121 |
|
| LICC | Enforcement, change and cancellation of record of contracts on the licence for exploitation of a patent or utility model | ||
| C41 | Transfer of patent application or patent right or utility model | ||
| CB03 | Change of inventor or designer information |
Inventor after: Wu Dexing Inventor after: Xiang Xiaozhen Inventor after: Ni Guangbin Inventor after: Tan Yongjie Inventor before: Wu Dexing |
|
| COR | Change of bibliographic data | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20151105 Address after: 310002, room 47, Jixiang alley, Shangcheng District, Zhejiang, Hangzhou 103, China Patentee after: Xiang Xiaozhen Patentee after: Hangzhou Dodrive Engineering Materials Co.,Ltd. Patentee after: China Railway Economic Rules Research Institute Patentee after: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. Address before: 3 building 88, 502 Jiangling Road, Binjiang District, Zhejiang, Hangzhou 310051, China Patentee before: Xiang Xiaozhen |
|
| CI01 | Publication of corrected invention patent application |
Correction item: The third patent holder after change Correct: CHINA RAILWAY ECONOMIC AND PLANNING RESEARCH INSTITUTE False: China Railway Economic Rules Research Institute Number: 47 Volume: 31 |
|
| ERR | Gazette correction | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 310002, room 47, Jixiang alley, Shangcheng District, Zhejiang, Hangzhou 103, China Co-patentee after: HANGZHOU DODRIVE ENGINEERING MATERIALS Co.,Ltd. Patentee after: Xiang Xiaozhen Co-patentee after: CHINA RAILWAY ECONOMIC AND PLANNING RESEARCH INSTITUTE Co.,Ltd. Co-patentee after: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. Address before: 310002, room 47, Jixiang alley, Shangcheng District, Zhejiang, Hangzhou 103, China Co-patentee before: HANGZHOU DODRIVE ENGINEERING MATERIALS Co.,Ltd. Patentee before: Xiang Xiaozhen Co-patentee before: CHINA RAILWAY ECONOMIC AND PLANNING Research Institute Co-patentee before: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. |
|
| CP01 | Change in the name or title of a patent holder | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20200529 Address after: 310002, room 47, Jixiang alley, Shangcheng District, Zhejiang, Hangzhou 103, China Co-patentee after: HANGZHOU DODRIVE ENGINEERING MATERIALS Co.,Ltd. Patentee after: Xiang Xiaozhen Co-patentee after: CHINA RAILWAY ECONOMIC AND PLANNING RESEARCH INSTITUTE Co.,Ltd. Co-patentee after: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. Co-patentee after: CARS RAILWAY ENGINEERING Research Institute Address before: 310002, room 47, Jixiang alley, Shangcheng District, Zhejiang, Hangzhou 103, China Co-patentee before: HANGZHOU DODRIVE ENGINEERING MATERIALS Co.,Ltd. Patentee before: Xiang Xiaozhen Co-patentee before: CHINA RAILWAY ECONOMIC AND PLANNING RESEARCH INSTITUTE Co.,Ltd. Co-patentee before: CHINA RAILWAY ERYUAN ENGINEERING GROUP Co.,Ltd. |
|
| TR01 | Transfer of patent right | ||
| CX01 | Expiry of patent term |
Granted publication date: 20080130 |
|
| CX01 | Expiry of patent term |