CN104213556A - End bearing anti-floating anchor assembly and anti-floating construction method - Google Patents
End bearing anti-floating anchor assembly and anti-floating construction method Download PDFInfo
- Publication number
- CN104213556A CN104213556A CN201410488934.4A CN201410488934A CN104213556A CN 104213556 A CN104213556 A CN 104213556A CN 201410488934 A CN201410488934 A CN 201410488934A CN 104213556 A CN104213556 A CN 104213556A
- Authority
- CN
- China
- Prior art keywords
- anchor head
- anchor
- floating
- rod assembly
- float
- 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.)
- Pending
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses an end bearing anti-floating anchor assembly and an anti-floating construction method. The end bearing anti-floating anchor assembly comprises an anchor rod body and an anchor head connected through assembling, wherein the anchor rod body is anchored in a building; the anchor head is located in an anchor head hole in the lower part of the anchor rod body, so that end resistance and frictional force are generated between the anchor head and rock soil in the anchor head hole. The method is a construction method based on the end bearing anti-floating anchor assembly. The end bearing anti-floating anchor assembly and the anti-floating construction method have the advantages that the usage amount of the reinforced concrete can be reduced, the effective use space is increased, the engineering construction cost is reduced, the construction difficulty is reduced, the construction progress is accelerated, and the like.
Description
Technical field
The present invention is mainly concerned with construction project field, refers in particular to a kind of end carrying anti-float anchor rod assembly and anti-floating construction method that is applicable to basement, Underwater Engineering, ocean platform construction and encloses the constructions such as sea, reclamation.
Background technology
Along with the continuous regulation and control of country to town site, enclose sea, fill out extra large engineering and increase fast, cross the river, the continuous maturation of seabed tunnel engineering, add putting into operation of oil transportation in ocean, gas pipeline, relevant under water, also more and more higher to the requirement of " anti-floating " in the process of construction of construction of underground structure.
Traditional Anti-floating design has " deadweight method " and " anchored pile-testing method ".Through the comprehensive analysis of technology, economy, safety, there is following deficiency and defect in these two kinds of methods:
1, deadweight method: so-called " deadweight method " leaned on is exactly that underground structure conducts oneself with dignity to resist the maximum possible buoyancy in construction and use procedure, or utilize the weight of underwater structures add part weight that superstructure transmits resist construct and use procedure in contingent maximum buoyancy.As everyone knows, the weight that the building that maximum buoyancy is underwater portion in work progress or structure arrange water.Pressing underwater portion fabric structure is all that steel concrete is considered, when the volume of steel concrete be under water less than or equal to this building arrange water volume four/for the moment, this building or structure, by integral body floating or local floating, are subjected to displacement building or structure also destroyed.Non-rising in order to ensure building (structure), can not produce displacement or destroyed, just must strengthen steel concrete amount, the physical dimension and the reinforcement ratio that add crossbeam, plate, wall, thereby significantly reduced building (structure) can usage space, significantly increased engineering cost, extended the duration and increased difficulty of construction.Obviously, above-mentioned original technology by deadweight anti-floating can not adapt to the new model of the engineering construction of develop rapidly.
2, anchored pile-testing method: the design concept that separately has a kind of engineering anti-floating pile in prior art.But the method, when having solved minimizing part steel concrete amount and having increased a small amount of usage space, makes the increase corresponding to the duration of engineering construction difficulty because increasing anti-floating pile, and anti-floating crossbeam must be set between engineering pile and anti-floating pile.Therefore, rolled steel dosage is significantly increased, the corresponding lifting of engineering cost.
Summary of the invention
The technical problem to be solved in the present invention is just: the technical problem existing for prior art, the invention provides and a kind ofly can reduce steel concrete consumption, increase effective usage space, reduce engineering construction cost, reduce end carrying anti-float anchor rod assembly and the anti-floating construction method of difficulty of construction, accelerating construction progress.
For solving the problems of the technologies described above, the present invention by the following technical solutions:
An end carrying anti-float anchor rod assembly, comprises anchor bar body and anchor head by assembly connection, and described anchor bar body is anchored in building, described anchor head in the anchor head hole of anchor bar body bottom with and anchor head hole in ground between produce end resistance and frictional force.
As a further improvement on the present invention: described anchor head comprises anchor head base plate, anchor head bending resistance reinforcing bar, anchor head upper slide bar and anchor head drop shot, described anchor head drop shot is connected on anchor head base plate, between the lower end of described anchor head upper slide bar and anchor head drop shot, form and be slidably matched, between the upper end of described anchor head upper slide bar and anchor bar body, pass through assembly connection; Described anchor head bending resistance reinforcing bar is connected in the surrounding of anchor head upper slide bar and can be with the slip of anchor head upper slide bar expansion shape.
As a further improvement on the present invention: between the upper end of described anchor head upper slide bar and anchor bar body, adopt the form of screwed part to be connected.
As a further improvement on the present invention: the curved muscle strut of anchor head is set between the lower end of described anchor head bending resistance reinforcing bar and anchor head base plate.
As a further improvement on the present invention: on described anchor head upper slide bar, arrange and be used for along with slip holds out against anchor head bending resistance reinforcing bar and makes the parts that hold out against of its expansion.
The present invention further provides a kind of anti-floating construction method based on above-mentioned end carrying anti-float anchor rod assembly, step is:
(1) layout of anti-float anchor rod assembly is designed;
(2) boring: the design completing by step, at the position of anti-float anchor rod assembly, hole;
(3) reaming: the suitable position in the bottom of holing carries out reaming, makes it to become the anchor head hole that anti-floating is used;
(4) put into anchor head: the anchor head that anti-floating is used is put into anchor head hole, and cage of reinforcement is formed at the top that makes anchor head bending resistance reinforcing bar launch also close anchor head hole;
(5) connect anchor head and anchor bar body, form the end carrying anti-float anchor rod assembly with expansion anchor head;
(6) to the perfusion of anchor head hole internal pressure, add the mortar of appropriate expansion agent, form the end carrying anti-float anchor rod assembly with expansion anchor head;
(7) anchor bar body is anchored at and in building, forms anti-floating system.
As a further improvement on the present invention: the anchor head that can also produce in batches in advance, and then the anchor bar body needing by on-the-spot actual needs machining, then carry out site assembly.
Compared with prior art, the invention has the advantages that: end carrying anti-float anchor rod assembly of the present invention and anti-floating construction method, by forming the anti-float anchor rod assembly of end carrying, anchor head is placed in the anchor head hole of anchor bar body below, and by pressure injection, mix concrete or the mortar of suitable expansion agent, make anchor head in loading process in three-dimensional stress state, thereby the end supporting capacity improving between anchor head and ground significantly shortens rock-bolt length, reduces anchor head diameter, thereby significantly lower engineering anti-floating expense, reduction labour intensity, reduction of erection time.Like this, by the compound utilization of end bearing anchor three-dimensional stress, make structural safety, the construction safety of underground (under water) building (constructing) thing engineering obtain Reliable guarantee, engineering cost also decreases, difficulty of construction reduces greatly, and when reducing labour intensity, increased effective usage space of underground structure.
Accompanying drawing explanation
Fig. 1 is the structural principle schematic diagram of end carrying anti-float anchor rod assembly of the present invention in application example.
Fig. 2 is the principle schematic that method of the present invention designs single anti-float anchor rod assembly.
Fig. 3 is the principle schematic of method of the present invention after completing the design of anti-float anchor rod arrangement of components.
Marginal data:
1, anchor bar body; 2, anchor head; 201, anchor head base plate; 202, anchor head bending resistance reinforcing bar; 203, anchor head upper slide bar; 204, anchor head drop shot; 205, the curved muscle strut of anchor head; 206, hold out against parts; 3, anchor head hole.
The specific embodiment
Below with reference to Figure of description and specific embodiment, the present invention is described in further details.
As shown in Figure 1, end carrying anti-float anchor rod assembly of the present invention, comprise anchor bar body 1 and anchor head 2 by assembly connection, anchor bar body 1 is anchored in the reinforcing bar base plate of building (constructing) thing (or wall, beam in), anchor head 2 is positioned at the anchor head hole 3 of anchor bar body 1 bottom, be used for and anchor head hole 3 in ground between produce end resistance and frictional force.This anchor head 2 comprises anchor head base plate 201, anchor head bending resistance reinforcing bar 202, anchor head upper slide bar 203 and anchor head drop shot 204, anchor head drop shot 204 is connected on anchor head base plate 201, between the lower end of anchor head upper slide bar 203 and anchor head drop shot 204, by the chute on pin and anchor head drop shot 204, form and be slidably matched, between the upper end of anchor head upper slide bar 203 and anchor bar body 1, by assembly connection, for example, can adopt the form of screwed part to connect (as: reducing straight thread connector).Anchor head bending resistance reinforcing bar 202 is connected in the surrounding of anchor head upper slide bar 203 and can be with the slip of anchor head upper slide bar 203 expansion shape.Like this, anchor bar body 1 be connected with anchor head 2 and strut after the anchor head upper slide bar 203 and anchor head drop shot 204 of anchor head 2, in anchor head hole 3, carrying out the mortar that pressure injection is mixed expansion agent, forming effective anti-floating effect.
In the present embodiment, further between the lower end of anchor head bending resistance reinforcing bar 202 and anchor head base plate 201, the curved muscle strut 205 of anchor head is set.The curved muscle strut 205 of anchor head can be arranged to slide to realize with anchor head upper slide bar 203 keep contacting with anchor head bending resistance reinforcing bar 202.
In the present embodiment, further on anchor head upper slide bar 203, arrange and be used for holding out against parts 206 along with what slip held out against anchor head bending resistance reinforcing bar 202 and made its expansion.
The present invention further provides a kind of anti-floating construction method based on above-mentioned anti-float anchor rod assembly, the steps include:
(1) layout of anti-float anchor rod assembly is designed: referring to Fig. 2 and Fig. 3, first, by the designed building of building operations (constructing), be positioned under water or the anti-floating water-level gauge of under ground portion is calculated maximum possible buoyancy g, base area is surveyed data and is determined that in anti-float anchor rod assembly, anchor bar body 1 enters the degree of depth of bearing stratum and the anti-floating power f of single anti-float anchor rod assembly simultaneously.Then, according to the anti-floating power f of maximum possible buoyancy g and single anti-float anchor rod assembly, calculate the quantity n=g/f of total anti-float anchor rod assembly, and on the sole plate of building (constructing) thing, be evenly arranged the anti-float anchor rod assembly of above-mentioned quantity, at the position bidirectional arrangements grade beam of an anti-float anchor rod assembly point line.
(2) boring: the design completing by step (1), at the position of anti-float anchor rod assembly, hole, and make it to reach the anchor pole bearing stratum depth of design.
(3) reaming: the suitable position in the bottom of holing carries out reaming, makes it to become the anchor head hole 3 that anti-floating is used.The diameter in anchor head hole 3 and length need to consider that the design anti-floating power of single anti-float anchor rod assembly calculates.
(4) put into anchor head 2: the anchor head 2 that anti-floating is used is put into anchor head hole 3, and make anchor head bending resistance reinforcing bar 202 launch the top in also close anchor head hole 3, form cage of reinforcement.
(5) connect anchor head 2 and anchor bar body 1.
(6) to anchor head hole, 3 internal pressures are poured into the mortar that adds appropriate expansion agent, form the end carrying anti-float anchor rod assembly with expansion anchor head 2.
(7) anchor bar body 1 is anchored to building (constructing) thing reinforcing bar base plate (or wall, beam in) by code requirement and forms safe and reliable anti-floating system.
(8) after anchor bar body 1 construction, by code requirement, anchor bar body 1 is carried out to resistance to plucking detection, detect the qualified sole plate construction of carrying out.
As from the foregoing, adopt after said method, the anchor head 2 that can produce in batches in advance, and then the anchor bar body 1 needing by on-the-spot actual needs machining, finally carrying out site assembly and pressure injection expansive mortar (or concrete).Whole operation is easier, efficiency is higher.
Below be only the preferred embodiment of the present invention, protection scope of the present invention is also not only confined to above-described embodiment, and all technical schemes belonging under thinking of the present invention all belong to protection scope of the present invention.It should be pointed out that for those skilled in the art, some improvements and modifications without departing from the principles of the present invention, should be considered as protection scope of the present invention.
Claims (7)
1. an end carries anti-float anchor rod assembly, it is characterized in that, comprise anchor bar body (1) and anchor head (2) by assembly connection, described anchor bar body (1) is anchored in building, the anchor head hole (3) that described anchor head (2) is positioned at anchor bar body (1) bottom with and the ground of anchor head hole (3) between produce end resistance and frictional force.
2. end according to claim 1 carries anti-float anchor rod assembly, it is characterized in that, described anchor head (2) comprises anchor head base plate (201), anchor head bending resistance reinforcing bar (202), anchor head upper slide bar (203) and anchor head drop shot (204), described anchor head drop shot (204) is connected on anchor head base plate (201), between the lower end of described anchor head upper slide bar (203) and anchor head drop shot (204), form and be slidably matched, between the upper end of described anchor head upper slide bar (203) and anchor bar body (1), pass through assembly connection; Described anchor head bending resistance reinforcing bar (202) is connected in the surrounding of anchor head upper slide bar (203) and can be expansion shape with the slip of anchor head upper slide bar (203).
3. end according to claim 2 carrying anti-float anchor rod assembly, is characterized in that, between the upper end of described anchor head upper slide bar (203) and anchor bar body (1), adopts the form of screwed part to be connected.
4. end carrying anti-float anchor rod assembly according to claim 2, is characterized in that, between the lower end of described anchor head bending resistance reinforcing bar (202) and anchor head base plate (201), the curved muscle strut of anchor head (205) is set.
5. end according to claim 2 carrying anti-float anchor rod assembly, is characterized in that, described anchor head upper slide bar (203) is upper to be arranged and be used for holding out against parts (206) along with what slip held out against anchor head bending resistance reinforcing bar (202) and made its expansion.
6. the anti-floating construction method based on any one end carrying anti-float anchor rod assembly in the claims 1～5, is characterized in that, step is:
(1) layout of anti-float anchor rod assembly is designed;
(2) boring: the design completing by step (1), at the position of anti-float anchor rod assembly, hole;
(3) reaming: the suitable position in the bottom of holing carries out reaming, makes it to become the anchor head hole (3) that anti-floating is used;
(4) put into anchor head (2): the anchor head that anti-floating is used (2) is put into anchor head hole (3), and cage of reinforcement is formed at the top that makes anchor head bending resistance reinforcing bar (202) launch also close anchor head hole (3);
(5) connect anchor head (2) and anchor bar body (1);
(6) to the perfusion of anchor head hole (3) internal pressure, add the mortar of expansion agent, form the end carrying anti-float anchor rod assembly of band expansion anchor head (2);
(7) anchor bar body (1) is anchored to formation anti-floating system in building.
7. anti-floating construction method according to claim 6, is characterized in that, the anchor head (2) of batch production, and then the anchor bar body (1) needing by on-the-spot actual needs machining in advance, then carry out site assembly.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410488934.4A CN104213556A (en) | 2014-09-23 | 2014-09-23 | End bearing anti-floating anchor assembly and anti-floating construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410488934.4A CN104213556A (en) | 2014-09-23 | 2014-09-23 | End bearing anti-floating anchor assembly and anti-floating construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104213556A true CN104213556A (en) | 2014-12-17 |
Family
ID=52095439
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410488934.4A Pending CN104213556A (en) | 2014-09-23 | 2014-09-23 | End bearing anti-floating anchor assembly and anti-floating construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104213556A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105756057A (en) * | 2016-03-23 | 2016-07-13 | 中建三局集团有限公司 | Basalt fiber composite bar anchor rod body |
| CN105986572A (en) * | 2015-03-01 | 2016-10-05 | 方军 | Self-locking type pull-resisting anchor head |
| CN106638717A (en) * | 2016-11-08 | 2017-05-10 | 广西大学 | Construction method for foundation buoyancy resistance |
| CN109881672A (en) * | 2019-03-25 | 2019-06-14 | 厦门市金海明工贸有限公司 | A kind of reamer type expansion body earth anchor |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003184084A (en) * | 2001-12-20 | 2003-07-03 | Daiei Consultants Kk | Earth anchor |
| CN1434175A (en) * | 2003-02-25 | 2003-08-06 | 张百全 | Anchoring method and end-bearing anchor |
| CN201031391Y (en) * | 2007-05-11 | 2008-03-05 | 南京工业大学 | Umbrella-shape weigh anchor |
| CN202139588U (en) * | 2011-06-18 | 2012-02-08 | 山东大学 | Novel self-broaching anchor rod |
| CN204151781U (en) * | 2014-09-23 | 2015-02-11 | 张百全 | A kind of end carrying anti-float anchor rod assembly |
-
2014
- 2014-09-23 CN CN201410488934.4A patent/CN104213556A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003184084A (en) * | 2001-12-20 | 2003-07-03 | Daiei Consultants Kk | Earth anchor |
| CN1434175A (en) * | 2003-02-25 | 2003-08-06 | 张百全 | Anchoring method and end-bearing anchor |
| CN201031391Y (en) * | 2007-05-11 | 2008-03-05 | 南京工业大学 | Umbrella-shape weigh anchor |
| CN202139588U (en) * | 2011-06-18 | 2012-02-08 | 山东大学 | Novel self-broaching anchor rod |
| CN204151781U (en) * | 2014-09-23 | 2015-02-11 | 张百全 | A kind of end carrying anti-float anchor rod assembly |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105986572A (en) * | 2015-03-01 | 2016-10-05 | 方军 | Self-locking type pull-resisting anchor head |
| CN105756057A (en) * | 2016-03-23 | 2016-07-13 | 中建三局集团有限公司 | Basalt fiber composite bar anchor rod body |
| CN106638717A (en) * | 2016-11-08 | 2017-05-10 | 广西大学 | Construction method for foundation buoyancy resistance |
| CN109881672A (en) * | 2019-03-25 | 2019-06-14 | 厦门市金海明工贸有限公司 | A kind of reamer type expansion body earth anchor |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105133506B (en) | Impact is bored spacing pore-forming and is implanted steel trestle construction method and the facility combining crawler crane | |
| CN102953341B (en) | A kind of high-order trestle work structure be arranged in deep water torrent intectate steep bare rock | |
| CN104763428B (en) | Grading And Zoning grouting and reinforcing karst collapse col umn makes the method for the fully mechanized coal face soft karst collapse col umn of straight mistake | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN102979039B (en) | Elevated trestle bridge construction method on covering-free steep bare rock in deepwater and rapid stream | |
| CN101666081A (en) | Abrupt slope bare rock drilling platform and technology in huge reservoir | |
| CN104027911B (en) | A kind of fire extinguishing method for coal gangue hill | |
| CN204151781U (en) | A kind of end carrying anti-float anchor rod assembly | |
| CN104213556A (en) | End bearing anti-floating anchor assembly and anti-floating construction method | |
| CN107386285A (en) | A kind of novel steel tube pile foundation rock borehole anchorage method | |
| CN105421445A (en) | Construction method for non-prestressed centrifugal high-strength concrete pile planted pile | |
| CN107642041A (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN103924585A (en) | Novel method for constructing wind power rock-embedded pile | |
| CN201962696U (en) | Underwater cup-shaped foundation with functions of hydraulic scouring assisted sinking and foundation consolidation | |
| CN203049443U (en) | High level trestle structure arranged on steep bare rock of deepwater torrent unsheathed layer | |
| CN104711931B (en) | Temporary underwater pier manufacturing, assembling and disassembling method suitable for bridge erection | |
| CN106758759B (en) | A kind of trestle pile foundation and its anchoring process for deep water drift net riverbed | |
| CN103498478B (en) | Rock curtain grouting in foundation of dam construction method | |
| CN102808407A (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN201502056U (en) | Bare rock drilling platform for steep slope of deep reservoir area | |
| CN207484290U (en) | The hollow clump of piles anchorage of super-large diameter | |
| CN103147435A (en) | Method for treating construction engineering foundation in gob | |
| CN205770048U (en) | A kind of mobile steel pipe inserted to play anchoring type floating operation platform of boring | |
| CN107642040A (en) | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter | |
| CN204940134U (en) | A kind of steel trestle construction installation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20141217 |