CN112030963A - Construction method of pressure dispersion type anchor cable - Google Patents
Construction method of pressure dispersion type anchor cable Download PDFInfo
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- CN112030963A CN112030963A CN202010858429.XA CN202010858429A CN112030963A CN 112030963 A CN112030963 A CN 112030963A CN 202010858429 A CN202010858429 A CN 202010858429A CN 112030963 A CN112030963 A CN 112030963A
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- anchor cable
- tensioning
- dispersion type
- pressure dispersion
- type anchor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
Abstract
The invention provides a construction method of a pressure dispersion type anchor cable, which comprises the following steps: step 1, pre-tightening the single steel strand in each bundle of pressure dispersion type anchor cable to enable the stress of the single steel strand on the anchor cable to be uniform; step 2, grouping adjustment is carried out on the pre-tightened pressure dispersion type anchor cables; step 3, performing integral graded tensioning on the grouped pressure dispersion type anchor cables; the invention ensures the quality of the support and improves the installation precision, thereby improving the quality benefit of the project.
Description
Technical Field
The invention belongs to the field of anchor cable construction, and particularly relates to a construction method of a pressure dispersion type anchor cable.
Background
Compared with the traditional tensioning anchor cable, the pressure dispersion anchor cable is essentially different in that the anchoring sections which directly bear the tensile stress of the steel strand are arranged in a grouping and segmenting mode, so that the tensile stress of the steel strand of the large-tonnage anchor cable is decomposed to different anchoring sections, the tensile force of the steel strand borne by the anchoring sections is indirectly reduced, and the phenomenon that the steel strand is separated from the anchor due to the fact that the anchoring sections cannot bear the tensile stress of the large-tonnage anchor cable is avoided.
The pressure dispersion type anchor cable is a novel anchor cable supporting structure which is generated for solving the problem that the tensile anchor cable cannot realize larger bearing capacity; at present, a mature construction process of a pressure dispersion type anchor cable is not available, so that the installation efficiency is low, the control precision of the tension force of the anchor cable is low, the anchor cable is difficult to reach the designed operation working condition, and the support benefit is low.
Disclosure of Invention
The invention aims to provide a construction method of a pressure dispersion type anchor cable, which solves the defects that the existing pressure dispersion type anchor cable is not provided with a mature construction process, the installation efficiency is low, the anchor cable is difficult to reach the designed operation working condition due to low tension control precision of the anchor cable, and the support benefit is low.
In order to achieve the purpose, the invention adopts the technical scheme that:
the invention provides a construction method of a pressure dispersion type anchor cable, which comprises the following steps:
and 3, performing integral graded tensioning on the grouped pressure dispersion type anchor cables.
Preferably, in step 1, the pre-tightening stress of each pre-stressed steel strand is (0.1-0.2) times of the tension control stress.
Preferably, in step 2, the pre-tightened pressure dispersion type anchor cables are grouped to obtain a plurality of groups of steel strands, and each group of steel strands is tensioned by adopting a differential compensation tensioning method.
Preferably, in step 3, each bundle of pressure-dispersed anchor cables is subjected to integral graded tensioning, and the specific method is as follows:
s4031, tensioning each pressure dispersion type anchor cable according to a design tensioning value of 20%;
s4032, after holding the load for 5min, continuing tensioning according to a design tensioning value of 25%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4033, after holding the load for 5min, continuing tensioning according to a design tensioning value of 50%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4034, after holding the load for 5min, continuing tensioning according to a design tensioning value of 75%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4035, after holding the load for 5min, continuing tensioning according to a 100% design tensioning value; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4036, after holding the load for 5min, continuing tensioning according to a design tensioning value of 110%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4037, after holding the load for 10min, locking and unloading, and after locking, measuring and recording the retraction amount of the steel strand.
Preferably, when the integral graded tension is carried out, the tension loading rate is less than or equal to 0.1 sigma con per minute; the unloading rate is less than or equal to 0.2 σ con per minute.
Preferably, when the integral graded tensioning is carried out, the anchor cable to be installed is placed on the upper layer of the operation platform of the part to be constructed before the anchor cable tensioning is carried out.
Preferably, the anchor cable is installed in the anchor cable hole through a straightening tool, the straightening tool comprises a steel base plate, a central hole is formed in the steel base plate, and a thin-wall steel pipe is assembled in the central hole.
Preferably, the steel backing plate is in orthogonal welding connection with the thin-wall steel pipe.
Compared with the prior art, the invention has the beneficial effects that:
the construction method of the pressure dispersion type anchor cable provided by the invention adopts the procedures of single pre-tightening → grouping adjustment → integral grading tensioning, shortens the tensioning time, improves the stress integrity of the anchor cable and is convenient for post-compensation tensioning after tensioning and locking; by optimizing the tensioning operation method of the whole cable, the supporting quality is ensured, the mounting precision is improved, and the quality benefit of the project is improved.
Drawings
Fig. 1 is a schematic construction view of a cable to be installed according to the present invention;
FIG. 2 is a schematic diagram of the alignment tool;
FIG. 3 is a schematic view of a straightening tool installation;
wherein, 1, the steel backing plate 2 and the thin-wall steel pipe
Detailed Description
The present invention is described in further detail below.
The invention provides a construction method of a pressure dispersion type anchor cable, which comprises the steps of construction arrangement, installation, measurement and positioning, anchor cable manufacturing, tool preparation and the like. The technical scheme has the advantages that the anchor cable installation method is optimized, the industrial problems that the construction period of the anchor cable is long, the tension force is difficult to control and the like are solved, meanwhile, the safety and quality benefits are considered, and the achievement is remarkable.
Specifically, the method comprises the following steps:
step 3, after the anchor cable is installed, sequentially completing grouting according to a conventional process, installing tools and instruments such as a jack, a dynamometer (if any), an oil pressure gauge and the like after the strength is equal, and waiting for tensioning conditions;
and 4, tensioning the anchor cable, specifically:
s401, pre-tightening the single steel strand of each bundle of pressure dispersion type anchor cable arranged on the anchor cable to enable the stress of each steel strand of each bundle of pressure dispersion type anchor cable on the anchor cable to be uniform;
wherein the pre-tightening stress of each steel strand is (0.1-0.2) times of the tension control stress.
S402, performing grouping adjustment on the pre-tightened pressure dispersion type anchor cables by adopting a difference compensation stretching method; grouping the pre-tightened pressure dispersion type anchor cables, and tensioning each group of steel strands by adopting a difference compensation tensioning method;
s403, performing integral graded tensioning on the grouped pressure dispersion type anchor cables; specifically, the method comprises the following steps:
s4031, tensioning each pressure dispersion type anchor cable according to a design tensioning value of 20%;
s4032, after holding the load for 5min, continuing tensioning according to a design tensioning value of 25%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4033, after holding the load for 5min, continuing tensioning according to a design tensioning value of 50%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4034, after holding the load for 5min, continuing tensioning according to a design tensioning value of 75%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4035, after holding the load for 5min, continuing tensioning according to a 100% design tensioning value; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4036, after holding the load for 5min, continuing tensioning according to a design tensioning value of 110%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4037, after holding the load for 10min, locking and unloading, and after locking, measuring and recording the retraction amount of the steel strand.
Wherein, the tension loading and unloading are slow and stable, the loading rate is not more than 0.1 sigma con per minute, and the unloading rate is not more than 0.2 sigma con per minute.
And S404, locking the tensioned pressure dispersion type anchor cable.
When the anchor cable is tensioned, a linear relation exists between a general theoretical elongation value of the steel strand and a tensioning force; the oil pressure meter reading and the actual elongation of the steel strand are checked by using the anchor cable dynamometer, the oil pressure meter reading, the actual elongation of the steel strand and the actual tension numerical value are quickly and accurately determined, the operation of the anchor cable under the designed working condition is ensured, and the support benefit of the anchor cable is improved.
Examples
The invention provides a construction method of a pressure dispersion type anchor cable, which comprises the following steps:
each bundle of pressure dispersion type anchor cable consists of 13 strands of steel strands and is divided into four groups, wherein each group in the three groups is three strands of steel strands; the rest groups are 4 steel strands, and the end part of each steel strand of each group is marked by four colors of red, black, white and blue.
step 3, in order to enable the surface of the anchor pier to be vertical to the axis of the anchor cable, a thin-wall steel pipe with the outer diameter being the same as the diameter of the drill bit and a base plate are welded orthogonally in advance; before the anchor pier is poured, the other end of the steel pipe is inserted into the anchor cable hole; in order to reduce the load of the working platform and improve the installation efficiency, the depression angle relation between the anchor cable and the horizontal plane is fully utilized, and the construction measures of threading from the upper layer to the lower layer can be adopted by utilizing the dead weight of the anchor cable;
and 4, grouting by adopting an exhaust method: the grouting pipe is inserted to the bottom of the hole, cement slurry (mortar) is injected from the bottom of the hole, and air is exhausted from the anchor cable hole. The grouting pressure is kept at 0.3-0.6M Pa. And under the maximum grouting pressure, the slurry suction amount of the grouting section is less than 1L/m in, and 30m in of continuous grouting is carried out, so that grouting can be finished.
Step 5, tensioning each bundle of pressure dispersion type anchor cables, wherein the method comprises the following specific steps:
s501, performing pre-tensioning pretreatment on the pressure dispersion type anchor cable: pre-tightening each strand of steel strand to ensure that the stress of each strand of steel strand on the anchor cable is uniform; wherein the pre-tightening stress of each pre-stressed steel strand is (0.1-0.2) times of the tension control stress.
S502, calculating the relation among the tension force, the oil pressure gauge and the theoretical elongation value according to a calibration equation; and then performing a differential tensioning method on the whole bundle of pressure dispersion type anchor cable for tensioning, specifically:
s5021, installing a jack and independently tensioning the four groups of steel strands;
s5022, tensioning the first group of steel strands, complementing the differential load delta P1 of the first group of steel strands, calculating the elongation value delta L1-2 of the anchor cables of the first group of steel strands from 0 to delta P1, and measuring the actual elongation values of the anchor cables of the first group of steel strands for double control checking;
s5023, tensioning the first group of steel strands and the second group of steel strands, complementing the difference load delta P2 of the second group of steel strands, calculating the elongation value delta L2-3 of anchor cables delta P1-delta P2 of the second group of steel strands, and measuring the actual elongation value of the anchor cables of the second group of steel strands for double-control checking;
s5024, tensioning the first group of steel strands, the second group of steel strands and the third group of steel strands, complementing the differential load delta P3 of the third group of steel strands, calculating the elongation value delta L3-4 of anchor ropes delta P2-delta P3 of the third group of steel strands, and measuring the actual elongation value of the anchor ropes of the third group of steel strands for double-control checking;
and S5025, the integral tensioning condition of the pressure dispersion type anchor cable is achieved.
Respectively calculating the stretching theoretical elongation values of the four groups of steel strands by the following formula:
△L1＝(P*L1)/(E*A)，△L2＝(P*L2)/(E*A)，△L3＝(P*L3)/(E*A)，
△L4＝(P*L4)/(E*A)
the differential elongation of four groups of steel strands under the action of given final tension (design locking) load is respectively calculated by the following formula:
△L1-2＝△L1-△L2；△L2-3＝△L2-△L3；△L3-4＝△L3-△L4
△L1＝(σ/E)*L1；△L2＝(σ/E)*L2；△L3＝(σ/E)*L3；
△L4＝(σ/E)*L4
σ＝P/A
respectively calculating the differential load increment of step-by-step compensation differential tensioning of each group of steel strands according to the following formula:
△P1＝(E*A*△L1-2/L1)*3，
△P2＝(E*A*△L2-3/L2+E*A*△L2-3/L1)*3，
△P3＝(E*A*△L3-4/L3+E*A*△L3-4/L2+E*A*△L3-4/L1)*3
l1, L2, L3 and L4 are the free section lengths of the first, second, third and fourth groups of steel strands respectively, and L1> L2> L3> L4; delta L1, delta L2, delta L3 and delta L4 are respectively the elongation of the first, second, third and fourth groups of steel strands under the action of given final tensioning (design locking) load; DeltaL 1-2, DeltaL 2-3, DeltaL 3-4 are the differential elongations of the corresponding group under a given final tension (design lock) load; sigma is the stress of the steel strand under the action of a given final tension (design locking) load; p is the load of a single steel strand under the action of a given final tension (design locking) load; a is the cross-sectional area of a single steel strand bundle, and is taken as 140mm 2; e is the elastic modulus of the steel strand, and E is 1.95 multiplied by 105MPa 195000 Pa; the delta P1, the delta P2 and the delta P3 are tension load increment of the first stage, the second stage and the third stage for step compensation differential tension.
The actual total elongation value of each group of steel strands during tensioning is equal to the compensation tensioning elongation below the initial stress plus the elongation from the initial stress to the maximum tensioning force.
S503, tensioning each pressure dispersion type anchor cable in a whole cable mode:
s5031, tensioning each bundle of pressure dispersion type anchor cable according to a design tensioning value of 20%;
s5032, after holding the load for 5min, continuing tensioning according to a design tensioning value of 25%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s5033, after holding the load for 5min, continuing tensioning according to a design tensioning value of 50%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s5034, after holding the load for 5min, continuing tensioning according to a design tensioning value of 75%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s5035, after holding the load for 5min, continuing tensioning according to a design tensioning value of 100%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s5036, after holding the load for 5min, continuing tensioning according to a design tensioning value of 110%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s5037, after holding the load for 10min, locking and unloading, and after locking, measuring and recording the retraction amount of the steel strand.
Wherein, the tension loading and unloading are slow and stable, the loading rate is not more than 0.1 sigma con per minute, and the unloading rate is not more than 0.2 sigma con per minute.
The measured stress value when the anchor cable is received is not more than the over-tension and not less than 97% of the designed tension.
S504, determining the relation between the actual tension force, the oil pressure gauge and the actual elongation value by using an anchor cable dynamometer; and within 48 hours after the pressure dispersion type anchor cable is tensioned, if the locking stress of the pressure dispersion type anchor cable is lower than 10% of the designed tension force, compensating and tensioning.
When the deviation value between the stretched measured elongation value and the theoretically calculated elongation value of the pressure dispersion type anchor cable is more than or equal to + 10% or less than-5%, stopping the machine for inspection, finding out the reason, and recovering the stretching after taking corresponding measures.
And according to the specification, compensating tensioning is carried out within 48 hours after tensioning is finished, if the locking stress of the anchor cable is lower than the designed tensioning force. The compensation tensioning of the preferred scheme is compensated according to integral tensioning, the size of the compensation tensioning force and the working procedure are simple, and the compensation tensioning force is once compensated to the designed tensioning force; in the conventional scheme, the compensation tensioning force of each group needs to be calculated in groups, and then the tensioning is compensated in groups according to the calculation result, so that the process and calculation are complex, and the check of the locking force is not visual.
The invention has the beneficial effects that:
(1) the installation method of the anchor cable is optimized, the spatial arrangement characteristics of the anchor cable holes are utilized, the cable penetrating method from top to bottom from the upper layer of the anchor cable installation platform to the lower row of the anchor cable holes is adopted, the dead weight of the anchor cable and the depression angle arrangement between the anchor cable holes and the horizontal plane in the space are fully utilized, the use of manpower or equipment during installation of the penetrating cable is reduced, and the installation efficiency is improved.
(2) The tensioning procedure of the anchor cable is optimized, and the procedures of single pre-tightening → grouping adjustment (differential compensation tensioning) → integral grading tensioning are adopted, so that the tensioning time is shortened, the stress integrity of the anchor cable is improved, and meanwhile, the post-compensation tensioning after tensioning and locking is facilitated.
(3) Firstly, an anchor cable dynamometer is used for checking the tensile stress value of an oil pressure gauge, so that the relation between the actual tensile stress and the elongation of a steel strand is determined; secondly, the tensile stress of single or grouped pretension is controlled by using a high-precision oil pressure gauge, and the accuracy of the tensile stress is ensured.
(4) The construction method of the anchor pier is optimized. In order to ensure that the surface of the anchor pier is vertical to the axis of the anchor cable, a thin-wall steel pipe with the outer diameter being the same as the diameter of the drill bit and a backing plate are orthogonally welded in advance, the other end of the steel pipe is inserted into the anchor cable hole, and the mounting precision of the fixed anchor backing plate is improved.
The obtained application benefits
1. Quality benefit
By optimizing the pulling operation method of the whole cable tension and the construction method of the anchor pier, the supporting quality is ensured, the installation precision of the fixed anchor backing plate is improved, and the quality benefit of the project is improved.
2. Benefits of construction period
The patent product pressure dispersion type anchor rope itself is just for the atress performance of optimizing the anchor rope in order to reduce because of the unable great bearing capacity of realizing of pulling force type anchor rope takes place to destroy and produce, has reduced and has restoreed or the risk of doing over again, has optimized the installation operating method of anchor rope simultaneously and has promoted anchor rope installation effectiveness to the quality benefit of project has been promoted.
Compared with the traditional tension anchor cable stress structure, the stress structure of the pressure dispersion anchor cable is more reasonable, the stress structure is suitable for support design under different geological conditions, the research and optimization of the construction process are very necessary, and the pressure dispersion anchor cable is expected to be the first choice for anchor cable support in the future.
Claims (8)
1. A construction method of a pressure dispersion type anchor cable is characterized by comprising the following steps:
step 1, pre-tightening the single steel strand in each bundle of pressure dispersion type anchor cable to enable the stress of the single steel strand on the anchor cable to be uniform;
step 2, grouping adjustment is carried out on the pre-tightened pressure dispersion type anchor cables;
and 3, performing integral graded tensioning on the grouped pressure dispersion type anchor cables.
2. The method as claimed in claim 1, wherein in step 1, the pre-stressing force of each pre-stressed steel strand is (0.1-0.2) times the design tensile force.
3. The construction method of the pressure dispersion type anchor cable according to claim 1, wherein in the step 2, the pre-tightened pressure dispersion type anchor cables are grouped to obtain a plurality of groups of steel strands, and each group of steel strands is tensioned by a differential compensation tensioning method.
4. The construction method of the pressure dispersion type anchor cable according to claim 1, wherein in the step 3, each bundle of the pressure dispersion type anchor cable is integrally and hierarchically tensioned, and the specific method comprises the following steps:
s4031, tensioning each pressure dispersion type anchor cable according to a design tensioning value of 20%;
s4032, after holding the load for 5min, continuing tensioning according to a design tensioning value of 25%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4033, after holding the load for 5min, continuing tensioning according to a design tensioning value of 50%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4034, after holding the load for 5min, continuing tensioning according to a design tensioning value of 75%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4035, after holding the load for 5min, continuing tensioning according to a 100% design tensioning value; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4036, after holding the load for 5min, continuing tensioning according to a design tensioning value of 110%; controlling the tensile force by adopting an anchor cable dynamometer and recording the elongation and the reading of an oil pressure meter;
s4037, after holding the load for 10min, locking and unloading, and after locking, measuring and recording the retraction amount of the steel strand.
5. The method of claim 1, wherein the tension loading rate is not more than 0.1 σ con per minute during the whole stage tension; the unloading rate is less than or equal to 0.2 σ con per minute.
6. The method as claimed in claim 1, wherein the anchor cable to be installed is placed on a working platform at a site to be constructed before the anchor cable is tensioned during the integral step tensioning.
7. The method as claimed in claim 1, wherein the cable is installed in the cable hole by a straightening tool, the straightening tool includes a steel plate, the steel plate has a central hole, and a thin-walled steel tube is installed in the central hole.
8. The method as claimed in claim 1, wherein the steel plate and the thin-walled steel pipe are orthogonally welded to each other.
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Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107130617A (en) * | 2017-06-27 | 2017-09-05 | 中铁第四勘察设计院集团有限公司 | A kind of flat pressure dispersing anchorage cable wall retaining structure of rock matter cut slope |
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2020
- 2020-08-24 CN CN202010858429.XA patent/CN112030963A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107130617A (en) * | 2017-06-27 | 2017-09-05 | 中铁第四勘察设计院集团有限公司 | A kind of flat pressure dispersing anchorage cable wall retaining structure of rock matter cut slope |
Non-Patent Citations (1)
| Title |
|---|
| 曹洪洲: "《浅谈高边坡压力分散型预应力锚索防护工程施工技术》", 《工程质量》 * |
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