CN202298620U - Structure of rock anchor rod - Google Patents
Structure of rock anchor rod Download PDFInfo
- Publication number
- CN202298620U CN202298620U CN201120418925XU CN201120418925U CN202298620U CN 202298620 U CN202298620 U CN 202298620U CN 201120418925X U CN201120418925X U CN 201120418925XU CN 201120418925 U CN201120418925 U CN 201120418925U CN 202298620 U CN202298620 U CN 202298620U
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- CN
- China
- Prior art keywords
- anchor
- anchor bar
- bar body
- rock
- hole
- 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.)
- Withdrawn - After Issue
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Abstract
The utility model discloses a structure of a rock anchor rod, which comprises anchor holes (4) arranged in a rock foundation (2). Three anchor rod bodies (3) forming a group are anchored in each anchor hole (4), anchor hole sections (3.1) of the three anchor rod bodies of the same group are welded to each other, bottom plate sections (3.2) of the three anchor rod bodies of the same group are bent, the included angle of a bent section (3.2.1) of each anchor rod body (3) and the vertical direction is the same and is smaller than or equal to 45 degrees, and the included angles of the bent section (3.2.1) of each anchor rod body (3) and the bent sections (3.2.1) of other anchor rod bodies (3) of the same group are 120 degrees. Not less than three layers of special-shaped welding nets (6) are fixed among the bent sections (3.2.1) of the three anchor rod bodies (3) of the same group. The structure of the rock anchor rod can reduce the number of the anchor holes (4) and prevents the rock foundation (2) from being damaged.
Description
Technical field
The utility model relates to the geotechnical engineering field, specifically is a kind of structure that is used for the rock bolt of rock foundation.
Background technology
In geotechnical engineering, during the construction building thing, because rock foundation is different from soft foundation, rock foundation can bear the pressure of bigger building load on rock foundation, and following sedimentation base is very few, and special compression-resistant structure need not be set; But when groundwater table rose, especially when the structure Hot work in progress on building base plate top, the load on base plate top was less; The buoyancy of liter waterborne irresistibly; Cause that base plate and base plate superstructure to top offset, cause the building local damage, thus on rock foundation the construction building thing; Need to adopt enough rock bolts (also claiming the rock uplift pile) that uplift resistance is provided, to resist the buoyancy of underground water come-up.
As shown in Figure 1; The structure of the rock bolt of prior art does; Be provided with a plurality of anchor holes 104 in the rock foundation 102, an anchor bar body 103 is installed in each anchor hole 104, anchor bar body 103 generally is to adopt hot-rolled reinforced bar or steel strand; Be perfused with anchoring slurry 105 between anchor hole 104 hole walls and the anchor bar body 103; The top of every anchor bar body 103 is higher than the top of anchor hole 104, and the concrete floor 101 of building is built in rock foundation 102 tops, and the reinforcing bar in the top of every anchor bar body 103 and the concrete floor 101 fixes and the top of every anchor bar body 103 is anchored in the concrete of concrete floor 101.
The job practices of the rock bolt of prior art is following:
A, on rock foundation, bore a plurality of anchor holes, then, foreign material in the anchor hole such as crushed stone are cleaned out, promptly clear hole according to designing requirement;
B, in each anchor hole, place an anchor bar body; This anchor bar body adopts positioner to be installed in the center of anchor hole; The top epirelief of every anchor bar body is in the top of anchor hole, and positioner is generally ternary many group fins, and every group of fin is fixed on the circumference on the anchor bar body; Three fins of every group are along circumferentially evenly distributing, and the width of fin is slightly less than the distance of anchor bar body periphery and anchor hole hole wall;
C, slip casting in anchor hole, concordant with the end face of rock foundation until slurries, the slurries of perfusion are cement mortar or pea gravel concreten;
D, treat that anchor hole inner concrete intensity reaches designing requirement after, above rock foundation, lay the steel mesh reinforcement of building concrete base plate, and the upper end and the base plate steel mesh reinforcement of every anchor bar body fixed;
E, lay the side template of building base plate, and build the concrete of building base plate.
There is following defective in the structure of the rock bolt of above prior art: for the uplift resistance that guarantees rock bolt reaches designing requirement; Need to bore a plurality of anchor holes and to the clear hole of each anchor hole, because the number of anchor hole is too much, like this; Just need repeatedly boring and clear hole repeatedly; Its process complicacy is loaded down with trivial details, and it is long to expend man-hour, and construction intensity is big; And the anchor hole number that on rock foundation, bores is too much, may the internal construction of rock foundation be damaged and damage, and influences the quality and the safety of whole building.
Summary of the invention
The technical problem that the utility model will solve is, a kind of quantity that can reduce anchor hole is provided, avoids rock foundation to be destroyed the structure of the rock bolt of damage.
The technical solution of the utility model is; A kind of structure of rock bolt is provided; It comprises a plurality of anchor holes and the Duo Gen anchor bar body of being located in the rock foundation; Anchor bar body comprises anchor hole section that is anchored in the anchor hole and the floor section that is anchored at the concrete floor that is positioned at the rock foundation top; Anchoring has one group of three anchor bar body in each anchor hole, and the anchor hole section of three anchor bar bodies on the same group is welded to each other, and the floor section of three anchor bar bodies on the same group all bends; And the bending segment of every anchor bar body is identical with vertical angle and angle is less than or equal to 45 °; And see that from plan view shape the bending segment of every anchor bar body and the angle of the bending segment of on the same group other anchor bar body are 120 °, be fixed with between the bending segment of three anchor bar bodies on the same group the level that is no less than three layers to special-shaped welded mesh, the floor section of every anchor bar body and the steel mesh reinforcement of concrete floor are fixed.
The bending segment of every anchor bar body and vertical angle are 45 °.
The distance of the special-shaped welded mesh of every layer of special-shaped welded mesh and adjacent layer is 0.3m.
After adopting above structure, the structure of the utility model rock bolt compared with prior art has following remarkable advantage and beneficial effect:
By general knowledge in the industry can, the diameter of the anti-pulling capacity of rock bolt and the cross-sectional area of anchor hole, anchor bar body, the bonding of effective anchorage length of anchor bar body, anchoring slurry and anchor bar body and the bonding of anchoring slurry and anchor hole are relevant.And the rock bolt of the utility model, the slurry of employing is identical with prior art, thus be appreciated that into the bonding of the bonding of the anchoring slurry of the utility model and anchor bar body and anchoring slurry and anchor hole all identical with prior art; Again since the anchor bar body of the utility model and prior art employing be identical anchor bar body; So the diameter of anchor bar body is identical with prior art; Again with the diameter of the anchor hole of the utility model be made as the prior art anchor hole diameter
doubly; Like this; The cross section of the anchor hole of the utility model just equals 3 times of prior art anchor hole cross section; Simultaneously, the anchor hole degree of depth of the utility model is consistent with the anchor hole degree of depth of prior art, and promptly effective anchorage length of the utility model is consistent with prior art; To sum up, the anti-pulling capacity with an anchor hole of three anchor bar bodies of the utility model is not less than three anti-pulling capacities with the anchor hole of an anchor bar body of prior art.
Because anti-pulling capacity with the anchor hole of three anchor bar bodies of the utility model is not less than three anchor holes with an anchor bar body of prior art, like this, under the prerequisite that the overall pulling test bearing capacity does not descend; Greatly the minimizing of degree the number of anchor hole, promptly the anchor hole number have only original 1/3rd, like this; Only need to change the drill bit of different size, just can make a call to 2/3rds anchor hole less, same; Also clear up 2/3rds anchor hole less; So simplified work progress, shortened man-hour, reduced construction labour intensity; Secondly, because the decreased number of boring, this damages and damages the internal construction of rock foundation with regard to having been avoided too much boring, has improved the quality and the safety of whole building; Once more, be one because the anchor hole section of three anchor bar bodies on the same group is welded to each other, and the floor section of three anchor bar bodies is on the same group connected as one by special-shaped welded mesh also; Like this; Just formed the effect of mutual interlock layer by layer, made that the anchor bar body anchoring bond is solid and reliable, more be difficult for being destroyed.
In order to deepen understanding, do further analysis below in conjunction with concrete design formulas and data anti-pulling capacity to above rock bolt to above technique effect.
Rock bolt anchor pullout capacity refers to the body's own axial tension design values
, anchoring slurry and the adhesion strength between the anchor holes
and anchoring slurry and the bond strength between the bolt
three values the minimum value.The formula of these three values is following:
1,
, wherein,
It is the sectional area of anchor bar body;
Be the tensile strength standard value of anchor bar body, by getting among " Code for design of concrete structures " GB50010-2010, the anchor bar body of prior art and the utility model generally is to adopt hot-rolled reinforced bar HRB400, its
Value be 400N/mm
2 
Be the tension safety factor of anchor bar body, from Association for Standardization's standard " rock soil anchor (rope) tecnical regulations " CECS22:2005 regulation, get that its value is 1.6.
2,
, wherein,
Be the effective anchorage length of anchor bar body, D is the anchor hole diameter,
Be the adhesion strength standard value between anchoring slurry and the anchor hole, from the CECS22:2005 regulation, get that its value is 1.2 N/mm
2ψ is the influence coefficient of anchorage length to adhesion strength, from the CECS22:2005 regulation, gets, and its value is 1.3; K is the resistance to plucking safety factor of anchoring slurry, from the CECS22:2005 regulation, gets, and its value is 2.0.
3,
, wherein,
, K, ψ be identical with formula 2, d is the diameter of anchor bar body; N is the radical of anchor bar body in the anchor hole; ζ is that interface binding intensity reduces coefficient when adopting many anchor bar bodies, from the CECS22:2005 regulation, gets, and its value is 0.8;
Be the adhesion strength standard value of anchoring slurry and anchor bar body, from the CECS22:2005 regulation, get that its value is 3.0 N/mm
2
We will organize more diameter d, the anchor hole of anchor bar body diameter D, effectively anchorage length
is brought calculating into; As being that 20mm, D are that 60mm,
are during for 3m as d; Calculate
and be 78.3KN;
is 441.3KN, and
is 294KN; D is that 25mm, D are that 75mm,
are during for 3m; Calculate
and be 122.7KN;
is 551.4KN, and
is 459.5KN; D is that 32mm, D are that 96mm,
are during for 3m; Calculate
and be 201KN;
is 705.7KN, and
is 470KN; Can find following rule through above result of calculation; Because the anti-pulling capacity of rock bolt is the minimum value in
,
,
three values; And each result calculated
is all much smaller than other two values;
is exactly the actual anti-pulling capacity of rock bolt, so the actual anti-pulling capacity of rock bolt is decided by formula 1
and controls.
Certainly; With formula 1 is the actual anti-pulling capacity control formula of rock bolt, be will the adhesion strength standard value between anchoring slurry and the anchor hole
greater than the rock more than the 0.47Mpa promptly than soft rock, realize in than hard rock, hard rock.
The anchor bar body that the utility model adopts is identical with prior art; All be to use hot-rolled reinforced bar HRB400; So the tension safety factor
of the sectional area
of the utility model anchor bar body, the tensile strength standard value
of anchor bar body and anchor bar body is all identical with prior art, so the anchor bar body of the utility model is identical with the anti-pulling capacity of prior art anchor bar body.
Bore the volume of an anchor hole and equate in order to guarantee the utility model job practices with the volume that prior art is bored three anchor holes; The anchor hole degree of depth of the utility model is identical with the anchor hole degree of depth of prior art; The effective anchorage length that is anchor bar body is identical; And the diameter of the anchor hole of the utility model be prior art anchor hole diameter
doubly; In other words; For the identical purpose of volume that reaches boring; The anchor hole diameter of the utility model be prior art anchor hole diameter
doubly, i.e.
.
And the diameter of the utility model anchor hole
must meet structural specifications, promptly must satisfy with lower inequality:
4、
。
Wherein,
is the diameter of the utility model anchor bar body; Because the utility model is three anchor bar bodies that close up; So
is exactly the circumscribed diameter of three anchor bar bodies; Every diameter
is exactly the diameter
of an anchor bar body of prior art in three anchor bar bodies, and
.
We will organize more diameter
, the anchor hole of anchor bar body diameter
, bring calculating into; Like
is 20mm;
is when being 60mm; The value of
is 93mm;
is 104mm, and
is 129mm; When
is 25mm;
is when being 75mm; The value of
is 104mm;
is 130mm, and
is 162mm; When
is 32mm;
is when being 96mm; The value of
is 119mm;
is 166mm, and
is 207mm; Can find following rule through above result of calculation; When the diameter enchashment of the anchor hole of the utility model has technological anchor hole diameter
doubly to be
; Satisfy inequality 4, just meet structural specifications.In other words, the anchor hole diameter of the utility model technological anchor hole diameter can enchashment be arranged
doubly.
In sum, three anti-pulling capacities with the anchor hole of an anchor bar body of the anti-pulling capacity of an anchor hole of three anchor bar bodies of the utility model band and prior art are identical and volume boring is also identical.
Description of drawings
Fig. 1 is the sectional structure sketch map (incorporation of markings explanation in background technology is so no longer narrate in the following specific embodiment) of structure of the rock bolt of prior art.
Fig. 2 is the sectional structure sketch map of the structure of the utility model rock bolt.
Fig. 3 is the amplification plan structure sketch map of the special-shaped welded mesh in the structure of the utility model rock bolt when being installed on three anchor bar bodies on the same group.
Fig. 4 is the partial structurtes sketch map of anchor hole section of anchor bar body of the structure of the utility model rock bolt.
Fig. 5 is the amplification plan structure sketch map of Fig. 4.
Shown in the figure
The parts of prior art:
101, concrete floor, 102, rock foundation, 103, anchor bar body, 104, anchor hole, 105, the anchoring slurry.
The parts of the utility model:
1, concrete floor, 2, rock foundation, 3, anchor bar body, 3.1, the anchor hole section, 3.2, floor section, 3.2.1, bending segment, 4, anchor hole, 5, the anchoring slurry, 6, special-shaped welded mesh, 7, weld seam.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment the utility model is described further, but the utility model not only is confined to following examples.
Like Fig. 2, Fig. 3, Fig. 4, shown in Figure 5, the structure of the utility model rock bolt, it comprises a plurality of anchor holes of being located in the rock foundation 24 and Duo Gen anchor bar body 3.Anchor bar body 3 comprises anchor hole section 3.1 that is anchored in the anchor hole 4 and the floor section 3.2 that is anchored at the concrete floor 1 that is positioned at rock foundation 2 tops.Anchoring has one group of three anchor bar body 3 in each anchor hole 4, and the anchor hole section 3.1 of three anchor bar bodies 3 on the same group is welded to each other.The floor section 3.2 of three anchor bar bodies 3 on the same group all bends; And the bending segment 3.2.1 of every anchor bar body 3 is identical with vertical angle and angle is 45 °; And see that from plan view shape the bending segment 3.2.1 of every anchor bar body 3 is 120 ° with the angle of the bending segment 3.2.1 of other anchor bar body 3 on the same group.Be fixed with between the bending segment 3.2.1 of three anchor bar bodies 3 on the same group three layers level to special-shaped welded mesh 6, every layer of special-shaped welded mesh 6 is 0.3m with the distance of the special-shaped welded mesh 6 of adjacent layer.The floor section 3.2 of every anchor bar body 3 is fixed with the steel mesh reinforcement of concrete floor 1.
Implement the job practices of the structure of the utility model rock bolt, its step is following.
A, on rock foundation 2, bore a plurality of anchor holes 4, then, foreign material such as crushed stone in each anchor hole 4 are cleaned out, promptly clear hole according to designing requirement.
B, per three identical anchor bar bodies 3 are as one group; With every group 3 of three anchor bar bodies, tail and full cry and put; Specifically, the head end that is exactly three anchor bar bodies 3 is all concordant just, and the tail end of three anchor bar bodies 3 just lower end is all concordant; Three anchor bar bodies 3 are drawn close together, and its periphery is in contact with one another.And see three anchor bar body 3 distributions triangular in shape from cross section.Every anchor bar body 3 is made up of anchor hole section 3.1 that is used for being anchored at anchor hole 4 and the floor section 3.2 that is used for being anchored at concrete floor 1.The anchor hole section 3.1 of head, tail and three anchor bar bodies 3 placing together is welded to each other.
The anchor hole section 3.1 of three anchor bar bodies 3 on the same group among the step b is welded to each other and is meant; Every three anchor hole sections 3.1 are welded together at a distance from 0.5m; The length of the weld seam 7 of each welding is 0.05m; Each welding is that the position that the periphery with the periphery of an anchor bar body and adjacent another root anchor bar body is in contact with one another welds together.
C, the anchor bar body 3 that placement three root beads connect in each anchor hole 4; And adopt positioner to make three anchor bar bodies 3 be positioned near the center of anchor hole 4 and do not contact with anchor hole 4 hole walls; The anchor hole section 3.1 of three anchor bar bodies 3 of every group is arranged in anchor hole 4, and floor section 3.2 epireliefs of three anchor bar bodies 3 of every group are in anchor hole 4.Positioner is the positioner identical with prior art, i.e. three fins, each fin are fixed on the side of every anchor bar body 3 away from the same group other two anchor bar bodies 3, through fin the every anchor bar body 3 and the hole wall of anchor hole 4 are separated.
D, in anchor hole 4 cement injection mortar or pea gravel concreten; Be slip casting; Concordant until slurries with the end face of rock foundation 2; Make every group the anchor hole section 3.1 of three anchor bar bodies 3 be anchored in the anchor hole 4, and after the anchor hole section 3.1 of anchor bar body 3 and the slurries anchoring between the anchor hole 4, formed anchoring slurries 5.
After e, the intensity of treating the anchoring slurry 5 in the anchor hole 4 reach designing requirement; Above rock foundation 2, lay lower floor's steel mesh reinforcement of building concrete base plate 1; And the top of three anchor bar bodies 3 of every group is higher than lower floor's steel mesh reinforcement, part and lower floor's steel mesh reinforcement colligation that three anchor bar bodies 3 of every group contact with the lower floor steel mesh reinforcement.
F, three anchor bar bodies 3 of every group are higher than the part bending of lower floor's reinforcing cage of concrete floor 1; Make every group the bending segment 3.2.1 of three anchor bar bodies 3 and angle identical be less than or equal to 45 ° with vertical angle; The angle of the utility model is 45 °, and sees that from plan view shape the angle of the bending segment 3.2.1 of the bending segment 3.2.1 of every anchor bar body 3 and other anchor bar body 3 on the same group is 120 °.
G, with level to the special-shaped welded mesh 6 of equilateral triangle will be on the same group the bending segment 3.2.1 of three anchor bar bodies 3 connect, special-shaped welded mesh 6 is no less than 3 layers, every layer of special-shaped welded mesh 6 equates that with the distance of the special-shaped welded mesh 6 of adjacent layer this distance is equal to 0.3m.
H, on concrete floor 1 lower floor's steel mesh reinforcement fixing concrete base plate 1 top mat, the top mat that is fixed together and lower floor's steel mesh reinforcement have formed the whole steel mesh reinforcement of concrete floor 1.The end face of concrete floor 1 top mat is higher than the top of every anchor bar body 3, part and top mat colligation that anchor bar body 3 is contacted with top mat.
I, lay the side template of building concrete base plate 1, build the concrete of the concrete floor 1 of building again.
Claims (3)
1. the structure of a rock bolt; It comprises a plurality of anchor holes (4) and the many anchor bar bodies of being located in the rock foundation (2) (3); Anchor bar body (3) comprises the floor section (3.2) that is anchored at the anchor hole section (3.1) in the anchor hole (4) and is anchored at the concrete floor (1) that is positioned at rock foundation (2) top; It is characterized in that: the interior anchoring of each anchor hole (4) has one group three anchor bar bodies (3); The anchor hole section (3.1) of three anchor bar bodies (3) on the same group is welded to each other; The floor section (3.2) of three anchor bar bodies (3) on the same group all bends; And the bending segment (3.2.1) of every anchor bar body (3) is identical with vertical angle and angle is less than or equal to 45 °; And see that from plan view shape the bending segment (3.2.1) of every anchor bar body (3) and the angle of the bending segment (3.2.1) of on the same group other anchor bar body (3) are 120 °, be fixed with between the bending segment (3.2.1) of three anchor bar bodies (3) on the same group the level that is no less than three layers to special-shaped welded mesh (6), the floor section (3.2) of every anchor bar body (3) is fixed with the steel mesh reinforcement of concrete floor (1).
2. the structure of rock bolt according to claim 1 is characterized in that: the bending segment (3.2.1) of every anchor bar body (3) is 45 ° with vertical angle.
3. the structure of rock bolt according to claim 1 is characterized in that: every layer of special-shaped welded mesh (6) is 0.3m with the distance of the special-shaped welded mesh (6) of adjacent layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201120418925XU CN202298620U (en) | 2011-10-28 | 2011-10-28 | Structure of rock anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201120418925XU CN202298620U (en) | 2011-10-28 | 2011-10-28 | Structure of rock anchor rod |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202298620U true CN202298620U (en) | 2012-07-04 |
Family
ID=46367549
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201120418925XU Withdrawn - After Issue CN202298620U (en) | 2011-10-28 | 2011-10-28 | Structure of rock anchor rod |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202298620U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102444123A (en) * | 2011-10-28 | 2012-05-09 | 博坤建设集团有限公司 | Rock anchor rod structure and construction method |
| CN104131560A (en) * | 2013-10-21 | 2014-11-05 | 中国建筑第四工程局有限公司 | Anti-floating anchor and construction method thereof |
-
2011
- 2011-10-28 CN CN201120418925XU patent/CN202298620U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102444123A (en) * | 2011-10-28 | 2012-05-09 | 博坤建设集团有限公司 | Rock anchor rod structure and construction method |
| CN102444123B (en) * | 2011-10-28 | 2014-04-16 | 博坤建设集团有限公司 | Rock anchor rod structure and construction method |
| CN104131560A (en) * | 2013-10-21 | 2014-11-05 | 中国建筑第四工程局有限公司 | Anti-floating anchor and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20120704 Effective date of abandoning: 20140416 |
|
| RGAV | Abandon patent right to avoid regrant |