CN111676967B - Construction method for pile-anchor support of spiral cage core anchor rod - Google Patents
Construction method for pile-anchor support of spiral cage core anchor rod Download PDFInfo
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- CN111676967B CN111676967B CN202010567603.5A CN202010567603A CN111676967B CN 111676967 B CN111676967 B CN 111676967B CN 202010567603 A CN202010567603 A CN 202010567603A CN 111676967 B CN111676967 B CN 111676967B
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000004873 anchoring Methods 0.000 claims abstract description 26
- 239000002689 soil Substances 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 17
- 238000007596 consolidation process Methods 0.000 claims abstract description 13
- 238000002360 preparation method Methods 0.000 claims abstract description 13
- 238000005553 drilling Methods 0.000 claims abstract description 11
- 238000007789 sealing Methods 0.000 claims abstract description 10
- 238000004519 manufacturing process Methods 0.000 claims abstract description 6
- 238000009434 installation Methods 0.000 claims abstract description 4
- 238000013461 design Methods 0.000 claims description 20
- 239000004568 cement Substances 0.000 claims description 19
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000005260 corrosion Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 239000007788 liquid Substances 0.000 claims description 4
- 238000009825 accumulation Methods 0.000 claims description 3
- 235000014121 butter Nutrition 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- 238000011160 research Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000004888 barrier function Effects 0.000 claims 4
- 210000000988 bone and bone Anatomy 0.000 abstract description 31
- 210000002435 tendon Anatomy 0.000 abstract description 5
- 238000010008 shearing Methods 0.000 abstract 1
- 210000003205 muscle Anatomy 0.000 description 16
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 14
- 230000002787 reinforcement Effects 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000009415 formwork Methods 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a construction method of a pile anchor support of a spiral cage core anchor rod, which comprises S1 construction preparation, S2 hole position determination, S3 hole expansion and guide, S4 follow pipe drilling, S5 anchoring section drilling, S6 anchor rod manufacturing, S7 anchor rod installation, S8 expansion supporting bone, S9 grouting, S10 anchor rod tensioning locking and S11 anchor sealing; the invention can expand the anchoring section of the anchor rod to form a bone tendon consolidation body with a multi-skeleton structure by arranging the grouting expandable bag and the branch bone which is matched with the spiral tendon to expand, the diameter of the anchoring section is expanded, the structural strength of the bone tendon consolidation body is high, the pulling resistance of the anchor rod is greatly improved, the surrounding soil body is compacted in the expanding and bag expanding processes of the branch bone, the strength of the soil body around the bag is improved according to the corresponding principle of density, effective stress and shearing strength of the soil body, and the limit load of the anchor rod is greatly improved.
Description
Technical Field
The invention relates to the technical field of foundation pit supporting construction, in particular to a construction method of a spiral cage core anchor rod pile anchor support.
Background
The pile anchor support system is one of foundation pit support modes which are commonly used at present, has the advantages of high safety performance, economy, reasonability, high construction speed and the like, and a large-diameter long anchor rod is also applied to engineering construction in recent years.
At present, in domestic anchor rods for foundation pit bracing, a drilling machine is generally used for drilling anchor rod holes with the diameter of 80-300 mm in a soil body, anchor rods are placed in the anchor rod holes, grouting is performed in the anchor rod holes to form cylindrical grouting anchoring bodies, and when the cylindrical grouting anchoring bodies are subjected to tension, friction force is formed between the grouting anchoring bodies and the surrounding soil body, so that tensile resistance is generated.
However, plain concrete has poor tensile property, so that the tensile capacity of the anchor bolt support is poor, and the traditional anchor bolt support cannot effectively meet the requirements of engineering construction for the engineering with high tensile design bearing requirements.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a construction method of a spiral cage core anchor rod pile anchor support, so that the anchor rod support has good tensile capacity.
The above object of the present invention is achieved by the following means.
A construction method of a spiral cage core anchor rod pile anchor support comprises the following steps;
s1, construction preparation, comprising:
s1.1, determining a construction scheme, and compiling construction technical measures meeting design specifications and process requirements;
s1.2, a technical research group goes deep into a construction site, surveys actual conditions and surrounding environments of the site, refers to data and verifies drawings;
s1.3, material preparation, labor force preparation and tool preparation all meet requirements;
s2, determining hole positions, including:
s2.1, measuring and placing according to the basic plane layout diagram, and recording a paying-off process; determining an anchoring area when the hole site coordinate error is within 50mm, and detecting whether an obstacle exists;
s2.2, setting a fixed point outside the hole site design range, and clearly marking the fixed point by using red paint for measurement, placement and inspection so as to ensure that retesting can be frequently carried out in the construction process and measurement work is well done;
s2.3, leveling a field, adjusting the horizontal position, the height, the direction and the inclination angle of an arm support of the crawler-type down-the-hole hammer drill to enable a drill rod and a casing clamp to be aligned with hole positions, and adjusting the direction and the inclination angle to meet design requirements;
s3, reaming and guiding holes, wherein the diameter of a drill bit is larger than the designed diameter by 25 +/-5 mm, and the drilling depth is larger than the designed hole depth by 750 +/-250 mm;
s4, drilling a hole with a casing pipe, wherein the casing pipe is an integrated structure formed by connecting a steel pipe and a pipe shoe in a threaded mode, and the casing pipe follows to the preset depth of the free section of the anchor rod;
s5, replacing the umbrella-shaped expanding head, extending the umbrella-shaped expanding head to the end of the sleeve along the sleeve, opening the umbrella-shaped expanding hole, slowly extending the umbrella-shaped expanding hole to the depth of the anchor rod anchoring section, finally pulling out the sleeve, and injecting water to form a hole by a protective wall;
s6, anchor rod manufacturing: manufacturing a cage core bag anchor rod according to design requirements, wherein the anchor rod comprises a rod body, a free section of the rod body is smeared with a layer of butter and is tightly wrapped with plastic cloth, a plastic hose is sleeved and firmly tied to form an anti-corrosion structure, the anti-corrosion structure is fixed on the rod body by adopting a fastener and a bearing body, an anchoring section of the rod body is provided with a supporting rib, an anchoring section of the rod body is sleeved with a spiral rib, the spiral rib is connected with the supporting rib, finally, a bag is wrapped on the outer side of the whole anchoring section, the bag is connected with the rod body by the bearing body, and a grouting pipe is connected to a grouting opening;
s7, anchor rod installation: a hoisting system is adopted to quickly place the anchor rod assembled on site into the anchor hole in time;
s8, rotating the spiral ribs, and driving the branch ribs to expand along the direction far away from the rod body through the connection between the spiral ribs and the branch ribs, wherein the maximum radial distance between the branch ribs and the axis of the rod body is greater than the radius of the spiral ribs;
s9, grouting, comprising:
s9.1, grouting bags, namely, grouting prepared cement paste into the bags through a slurry pump, expanding the bags through the cement paste to be tightly attached to soil around the anchor rod, and combining spiral ribs around the rod body and the expanded support ribs with the cement paste to form a bone rib consolidation body;
s9.2, grouting the anchor hole, performing secondary grouting in the anchor hole by adopting cement mortar after the grouting of the bag is finished for 24 hours, controlling the grouting pressure to be between 4 and 5MPa, and stopping grouting after grouting liquid flows out of the hole opening;
s10, tensioning and locking an anchor rod, wherein at least one stage of load is applied before tensioning the anchor rod to enable each part of the fastening bent and rib body to be completely flat, the tensioning adopts integral super-tensioning, the loading is sequentially carried out according to 25%, 50%, 75%, 100% and 120% of the design load, the anchor rod is tensioned to 1.0-1.5 times of the design axial tension value, the load is kept for at least 30 minutes after tensioning, then the load is unloaded to the locking load to carry out locking operation, and after the anchor rod is locked, if obvious prestress loss is found, the compensation tensioning is carried out;
and S11, sealing the anchor, adopting cement mortar to carry out hole sealing and grouting, and then sealing the anchor on the exposed section of the rod body by using concrete according to the designed size.
By adopting the technical scheme, the bag capable of being expanded by grouting and the supporting ribs matched with the spiral ribs for expansion are arranged, so that a bone rib consolidation body (spiral ribs and supporting ribs) with a multi-skeleton structure is formed by expanding the anchoring section of the anchor rod, the diameter of the anchoring section is expanded, the structural strength of the bone rib consolidation body is high, the pulling resistance of the anchor rod is greatly improved, the surrounding soil body is compacted in the processes of expanding the supporting ribs and expanding the bag, the strength of the soil body around the bag is improved according to the corresponding principle of density, effective stress and shear strength of the soil body, and the limit load of the anchor rod is greatly improved; and the biggest radial distance of the branch bone after the expansion apart from the body of rod axis is greater than the radius of spiral muscle, and the biggest radial distance of branch bone is greater than the radius of stock free segment promptly, can provide the skeleton support for the concrete between spiral muscle external diameter and the bag to improve the structural strength that is located this position department of bone muscle concretion body, and then reduce the condition that the bearing capacity of the bone muscle concretion body is relatively weak when this position receives the cross draw stress great, further improved the anti-drawing ability of whole stock promptly.
The present invention in a preferred example may be further configured to: one end of each branch rib is hinged with the rod body, the branch ribs are arranged in a plurality, and the hinged positions between the branch ribs and the rod body are uniformly distributed along the spiral path of the spiral rib; the supporting ribs are provided with waist-shaped holes along the length of the supporting ribs, the spiral ribs penetrate through the waist-shaped holes, arc surfaces are arranged on opposite hole walls in the width direction of the waist-shaped holes, and the curvature centers of the arc surfaces are positioned outside the supporting ribs; the anchor rod cover is equipped with the drive supporting body, and the drive supporting body rotates with the anchor rod to be connected, and the drive supporting body is connected with the tip fixed connection of spiral muscle, and the drive groove has been seted up to the terminal surface of drive supporting body.
By adopting the technical scheme, after the anchor rod is placed in the anchor hole, a tubular object similar to a sleeve is sleeved on the rod body, the end part of the tubular object is provided with a bulge matched with the driving groove, then the tubular object is matched with the driving groove through the bulge, the sleeve is rotated, and the spiral rib is driven to rotate by the driving bearing body, and is abutted against the hole wall of the waist-shaped hole in the rotating process of the spiral rib; and after a plurality of ribs are unfolded, the spiral skeleton structure which is spirally arranged is formed by combination of the ribs, and the spiral skeleton structure is matched with the spiral ribs to serve as a double-spiral structure, so that the structural strength of the rib consolidation body is greatly improved, and the pulling resistance of the anchor rod is further improved.
The present invention in a preferred example may be further configured to: the free end of the branch rib is tangentially extended with a section of wing plate along the spiral direction of the spiral rib, and the wing plate is arranged in parallel with the branch rib.
By adopting the technical scheme, when the supporting rib is overturned and unfolded to the position of the vertical rod body, the wing plates are changed to the position perpendicular to the rod body, namely, the wing plates are perpendicular to the drawing direction of the anchor rod, so that the structural strength of the bone and tendon consolidation body is improved, the cross sectional area of the bone and tendon combination body in the drawing direction of the anchor rod is increased, and the anti-drawing capability of the anchor rod is further improved.
The present invention in a preferred example may be further configured to: the supporting rib is sleeved with a plurality of ferrules, and the ferrules are located between the hinged end of the supporting rib and the spiral ribs.
By adopting the technical scheme, in the process that the spiral rib drives the support rib to turn and expand, the spiral rib slides relative to the waist-shaped hole along the direction towards the hinged end of the support rib, so that the ferrule at the position is driven to move towards the hinged end of the support rib, a ferrule framework structure is formed at the hinged end of the support rib, cement paste and the ferrule framework are combined into a reinforcing body for reinforcing the hinged end of the support rib, the strength of the hinged point of the support rib and the rod body is improved, the effect of reinforcing the structural strength of the spiral framework is achieved, and the anti-pulling capacity of the anchor rod is improved; and the lasso can slide along the length direction of the branch bone, and the state is comparatively flexible, therefore can adjust the position of the lasso per se according to the position of the branch bone relative to the rod body, thereby not influencing the overturning and unfolding movement of the branch bone, namely having no interference.
The present invention in a preferred example may be further configured to: a plurality of convex blocks are protruded on the surface of the ferrule, and the convex blocks are uniformly distributed along the circumferential direction of the ferrule; when the branch framework is unfolded to be vertical to the rod body in an overturning way, the convex block of the ferrule is abutted against the surface of the adjacent ferrule.
By adopting the technical scheme, the convex block is abutted against the surface of the adjacent ferrule, so that an axial gap exists between the two adjacent ferrules, the cement paste conveniently enters the ferrule through the gap, the contact area between the ferrule and the cement paste is increased, and the structural strength of the ferrule framework is increased.
The present invention in a preferred example may be further configured to: a template fence with a U-shaped cross section is fixed on the outer peripheral wall of the rod body, a hinge point between the support ribs and the rod body is positioned inside the template fence, an opening of the template fence faces to the direction of a free section of the rod body, and the opening of the template fence is used for avoiding the turning and unfolding movement of the support ribs; when the support ribs are unfolded to be perpendicular to the rod body in a turning mode, the loop is located inside the formwork enclosure.
Adopt above-mentioned technical scheme, the template encloses the fender and can regard as the template of reinforcement body, improves the structural strength of reinforcement body promptly to the opening that the template enclosed the fender is towards the free section of the body of rod, draws the direction towards promptly, consequently the reinforcement body can also enclose the fender with the template and regard as the support foundation, improves the anti-drawing ability of stock.
The present invention in a preferred example may be further configured to: the convex block is provided with a guide surface, and the inner side surface of the template enclosure, which is opposite to the opening of the template enclosure, protrudes towards the rod body to form a butting block; when the branch framework is unfolded to be perpendicular to the rod body in an overturning manner, the side wall of the abutting block abuts against the outer diameter of the ferrule, the guide surface abuts against the surface of the adjacent ferrule, and the two adjacent ferrules are forced to be coaxial.
Adopt above-mentioned technical scheme, the butt piece has certain limiting displacement to the position of lasso, then regards as the basis with the lasso that is closest to the body of rod, through the butt on spigot surface and adjacent lasso surface to correct the position of adjacent lasso, carry out the secondary spacing to the lasso promptly, thereby make a plurality of lassos of overlapping together can keep coaxial center, thereby ensure the structural stability of lasso skeleton, improve the structural strength who adds the solid.
The present invention in a preferred example may be further configured to: three outer side surfaces of the template enclosure are fixedly connected with rib plates on the outer peripheral surface of the rod body.
By adopting the technical scheme, the rib plate plays a role in reinforcing the strength between the rod body and the template enclosure, and further the anti-pulling capacity of the anchor rod is improved.
The present invention in a preferred example may be further configured to: in step S2, measuring the engineering geology of the site, and preparing a corresponding drill bit and drill rod combination in advance; in step S3, the drill rod and drill bit combination is replaced according to the geological conditions to perform hole reaming and guiding.
By adopting the technical scheme, the anchor rod can be suitable for construction in complex strata, and the condition of damage to a drilling tool is reduced.
The present invention in a preferred example may be further configured to: when the soil layer is hard and plastic soil such as clay and the like, a combination of a three-blade drill and a spiral drill rod or a combination of an auger and a spiral drill rod is used, and when a harder and strong weathered layer and an included unconsolidated, broken and crack-developed rock layer or a complex stratum such as an included sand gravel layer, an included angle gravel layer, a rock-soil mixed accumulation body, a landslide fracture zone and the like are encountered, a pneumatic spherical down-the-hole hammer is used for hole leading.
By adopting the technical scheme, the drill bit corresponding to the geological conditions of different soil layers is replaced to guide the hole, so that the hole guiding speed is increased, the soil slag in the hole can be brought out when the drill bit is pulled out and replaced, and the subsequent construction difficulty is reduced.
In summary, the invention includes at least one of the following beneficial technical effects:
1. the anchor rod is provided with the bag capable of being expanded by grouting and the branch bone which is matched with the spiral rib for expansion, so that a bone rib consolidation body with a multi-skeleton structure is formed by expanding the anchoring section of the anchor rod, the diameter of the anchoring section is expanded, the structural strength of the bone rib consolidation body is high, the pulling resistance of the anchor rod is greatly improved, the surrounding soil body is simultaneously compacted in the processes of expanding the branch bone and expanding the bag, and the strength of the soil body around the bag is improved according to the corresponding principle of density-effective stress-shear strength of the soil body, so that the limit load of the anchor rod is greatly improved;
2. through setting up the lasso with the linkage of spiral muscle for the lasso solidifies with the pure combination of cement thick liquid and forms the reinforcement body that is used for consolidating the ramus bone hinged end, thereby improves the intensity of ramus bone and the body of rod pin joint, plays the effect of consolidating the structural strength of spiral skeleton, and lasso, ramus bone, spiral muscle combination form multiple skeleton texture promptly, and then improve the structural strength of the bone muscle consolidation body of anchor section, thereby improved the anti-drawing ability of stock greatly.
Drawings
FIG. 1 is a schematic illustration of the anchor construction of the present invention;
FIG. 2 is a schematic structural view of the anchor section of the anchor of the present invention;
FIG. 3 is a schematic view of the ramus of the present invention in an inclined state;
FIG. 4 is a schematic view of the ramus of the present invention in a vertical position;
FIG. 5 is a cross-sectional view of a buttress of the present invention.
In the figure, 1, a rod body; 2. a spiral rib; 3. supporting bones; 4. the template is surrounded and blocked; 5. a ferrule; 6. a pouch; 10. an anchoring section; 11. an anti-corrosion structure; 12. driving the carrier; 20. a free section; 31. a waist-shaped hole; 32. a wing plate; 41. a butting block; 42. a rib plate; 51. a bump; 52. a guide surface; 61. and (4) a grouting opening.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Example 1: as shown in fig. 1, the anchor rod structure disclosed by the present invention includes a rod body 1, wherein the rod body 1 has a free section 20 and an anchoring section 10, wherein the free section 20 of the rod body 1 is provided with an anti-corrosion structure 11, the anchoring section 10 of the rod body 1 is sleeved with a spiral rib 2, the outer side of the anchoring section 10 of the rod body 1 is covered with a bag 6, and the bag 6 is provided with a grouting port 61.
As shown in fig. 1, the spiral rib 2 and the rod body 1 are rotatably disposed around the axis of the rod body 1, the anchoring section 10 is provided with two supporting bodies, the supporting body near the free section 20 is named as a driving supporting body 12, a driving groove (not shown in the figure) is formed in the end surface of the driving supporting body 12, one end of the spiral rib 2 is fixedly connected with the driving supporting body 12, and the other end of the spiral rib 2 is abutted to the other supporting body; the supporting body 12 can be driven by rotation to drive the spiral rib 2 to rotate.
As shown in fig. 2, the anchoring section 10 of the rod body 1 is provided with a plurality of bracings 3, one end of each of the bracings 3 is hinged with the rod body 1, and the hinged positions between each of the bracings 3 and the rod body 1 are uniformly arranged along the spiral path of the spiral rib 2; as shown in fig. 3, when the branch rib 3 is not turned and unfolded, the branch rib 3 is obliquely arranged relative to the rod body 1, and the free end of the branch rib 3 is obliquely oriented to the free section 20 of the rod body 1; the branch rib 3 is provided with a waist-shaped hole 31 along the length of the branch rib, the opposite hole wall in the width direction of the waist-shaped hole 31 is a circular arc surface, the curvature center of the circular arc surface is positioned outside the branch rib 3, and the spiral rib 2 penetrates through the waist-shaped hole 31; two opposite side walls of the free end of the branch rib 3 are tangentially extended with a section of wing plate 32 along the spiral direction of the spiral rib 2, and the wide surface of the wing plate 32 is arranged in parallel with the adjacent branch rib 3.
As shown in fig. 2 and 3, a template fence 4 shaped like a U is fixed on the outer peripheral wall of the rod body 1, the hinge point between the support rib 3 and the rod body 1 is positioned inside the template fence 4, the opening of the template fence 4 faces to the direction of the free section 20 of the rod body 1, and the opening of the template fence 4 is used for avoiding the turning and unfolding movement of the support rib 3; the template encloses the open-ended medial surface that keeps off 4 towards the body of rod 1 protrusion structure of fender 4 and is equipped with butt piece 41 to the relative template of fender 4, and the template encloses the three lateral surface that keeps off 4 all with the outer peripheral face fixedly connected with floor 42 of the body of rod 1.
As shown in fig. 4 and 5, the support rib 3 is sleeved with a plurality of ferrules 5, the ferrules 5 are located between the hinged end of the support rib 3 and the spiral rib 2, a plurality of convex blocks 51 are protruded upwards on the surface of each ferrule 5, the convex blocks 51 are uniformly arranged along the circumferential direction of the ferrule 5, and each convex block 51 is provided with a guide surface 52; when the support rib 3 is unfolded to be perpendicular to the rod body 1, the loops 5 are positioned inside the formwork enclosure 4, the side wall of the abutting block 41 abuts against the outer diameter of the loop 5, and the guide surface 52 abuts against the surface of the adjacent loop 5 and forces the two adjacent loops 5 to be coaxial.
After the anchor rod is placed in the anchor hole, a tubular object similar to a sleeve is sleeved on the rod body 1, the end part of the tubular object is provided with a bulge matched with the driving groove, then the tubular object is matched with the driving groove through the bulge, the sleeve is rotated, and the spiral rib 2 is driven to rotate through the driving bearing body 12, the spiral rib 2 abuts against the hole wall of the waist-shaped hole 31 in the rotating process, the spiral rib 2 has a spiral guiding effect, so that the support rib 3 is driven to turn over and move relative to the rod body 1, namely the originally inclined support rib 3 is turned over and unfolded to be vertical to the rod body 1, so that the free end of the support rib 3 moves to the outer side of the spiral rib 2, and further, a skeleton support is provided for concrete between the outer diameter of the spiral rib 2; then, cement paste is poured into the grouting opening 61, and the cement paste, the spiral ribs 2 and the support ribs 3 form a bone rib consolidation body which has high structural strength, so that the pulling resistance of the anchor rod is improved; and the spiral muscle 2 drives the in-process that 3 upsets of a bone expand, spiral muscle 2 slides along the hinged end direction towards a bone 3 in the relative waist shape hole 31, and drive the 5 articulated ends removal toward a bone 3 of lasso of this position department, thereby form the 5 skeleton texture of lasso in the hinged end department of a bone 3, cement paste combines the reinforcement body that is used for consolidating the hinged end of a bone 3 with the 5 skeleton of lasso, thereby improve the intensity of a bone 3 and the 1 pin joint of the body of rod, and then improved the tensile resistance of stock.
Example 2: the construction method of the spiral cage core anchor rod pile anchor support based on the anchor rod structure of the embodiment 1 comprises the following steps:
s1, construction preparation, comprising:
s1.1, determining a construction scheme, and compiling construction technical measures meeting design specifications and process requirements;
s1.2, a technical research group goes deep into a construction site, surveys actual conditions and surrounding environments of the site, refers to data and verifies drawings;
and S1.3, material preparation, labor force preparation and tool preparation are all in accordance with requirements.
S2, determining hole positions, including:
s2.1, measuring and placing according to the basic plane layout diagram, and recording a paying-off process; determining an anchoring area when the hole site coordinate error is within 50mm, detecting whether an obstacle exists, and clearing the obstacle if necessary;
s2.2, setting a fixed point outside the hole site design range, and clearly marking the fixed point by using red paint for measurement, placement and inspection so as to ensure that retesting can be frequently carried out in the construction process and measurement work is well done;
s2.3, leveling a field, adjusting the horizontal position, the height, the direction and the inclination angle of an arm support of the crawler-type down-the-hole hammer drill to enable a drill rod and a casing clamp to be aligned with hole positions, and adjusting the direction and the inclination angle to meet design requirements;
and S2.4, preparing a corresponding drill bit and drill rod combination in advance according to the engineering geological condition and the hole site design diameter of the site.
S3, hole reaming and guiding: changing a corresponding drill rod and drill bit combination according to geological conditions to perform hole expanding and guiding, wherein the diameter of the drill bit is 25 +/-5 mm larger than the designed diameter, and the drilling depth is 750 +/-250 mm larger than the designed hole depth; when the soil layer is hard and plastic soil such as clay and the like, a combination of a three-blade drill and a spiral drill rod or a combination of a spiral drill and a spiral drill rod is used, and when a harder and strong weathered layer and an affected stratum with impurities such as loose, broken and crack development strata or complicated strata such as sand gravel, corner gravel, rock and soil mixed accumulation bodies and landslide fracture zones are encountered, hole leading is carried out by using a pneumatic spherical down-the-hole hammer.
S4, drilling along with the pipe: the sleeve pipe is steel pipe and pipe shoe and forms the integral structure with threaded connection, and wherein the steel pipe is 45CrMo steel, and the sleeve pipe is followed to the 20 degree of depth of predetermined stock free segment.
S5, replacing the umbrella-shaped expanding head, extending the umbrella-shaped expanding head to the end of the sleeve along the sleeve, opening the umbrella-shaped expanding hole, slowly extending the umbrella-shaped expanding hole to the preset depth of the anchor rod anchoring section 10, finally pulling out the sleeve, and injecting water to form a hole by a protective wall.
S6, anchor rod manufacturing: as shown in fig. 1, a cage core bag anchor rod is manufactured according to design requirements, a layer of butter is smeared on a free section 20 of a rod body 1, plastic cloth is tightly wrapped, a plastic hose is sleeved and firmly tied, so that an anti-corrosion structure 11 is formed; establish spiral muscle 2 in the anchor section 10 cover of the body of rod 1, spiral muscle 2 cover is located on the body of rod 1, and the cover establishes in-process spiral muscle 2 and passes the waist shape hole 31 of a bone 3, then realizes being connected of spiral muscle 2 and the body of rod 1 through the supporting body, then wraps up bag 6 in the outside of whole anchor section 10, inserts the slip casting mouth 61 of bag 6 with the slip casting pipe.
S7, anchor rod installation: and the hoisting system is adopted to quickly place the anchor rod assembled on site into the anchor hole in time.
S8, set up similar telescopic tubulose toward body of rod 1 cover, the tip of this tubulose has the arch with drive groove matched with, then cooperate through arch and drive groove, the rotating sleeve, and then drive spiral muscle 2 through drive supporting body 12 and rotate, through being connected between spiral muscle 2 and the waist shape hole 31, drive the upset of ramus bone 3 along keeping away from body of rod 1 direction and expand, stop rotating when treating telescopic turning moment increase (lasso 5 and butt piece 41 looks butt, the continuation upset that prevents ramus bone 3 is expanded), the state (see figure 2) of the body of rod 1 is expanded to the upset of ramus bone 3 this moment.
S9, grouting, comprising:
s9.1, grouting for a bag 6: the cement paste is prepared by adopting P.O42.5 ordinary silicate cement, the cement paste is uniformly stirred according to the cement-water ratio of 0.5-0.55, the cement-water ratio of the pure cement paste is controlled by a hydrometer along with stirring, the prepared cement paste is poured into the bag 6 by a slurry pump, the bag 6 is expanded by the cement paste to be closely attached to the soil body around the anchor rod, and simultaneously the spiral ribs 2 around the rod body 1 and the expanded support ribs 3 can be combined with the cement paste to form a bone rib consolidation body.
S9.2, grouting anchor holes: and (3) performing secondary grouting in the anchor hole by adopting cement mortar after the grouting of the bag 6 is finished for 24 hours, controlling the grouting pressure to be between 4 and 5MPa, and stopping grouting after grouting liquid flows out of the orifice.
S10, tensioning and locking the anchor rod, wherein at least one stage of load is applied before tensioning the anchor rod to enable each part to be fastened and bent and the rib body to be completely straight, the tensioning adopts integral over-tensioning, the loading is carried out in sequence according to 25%, 50%, 75%, 100% and 120% of the design load, the anchor rod is tensioned to 1.0-1.5 times of the design axial tension value, the load is kept for at least 30 minutes after tensioning, then the load is unloaded to the locking load to carry out locking operation, and after the anchor rod is locked, if obvious prestress loss is found, the compensation tensioning is carried out.
S11, sealing anchor: and (3) adopting cement mortar to carry out hole sealing and grouting, and then sealing and anchoring the exposed section of the rod body 1 by using concrete according to the designed size.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (9)
1. A construction method for a spiral cage core anchor rod pile anchor support is characterized by comprising the following steps:
s1, construction preparation, comprising:
s1.1, determining a construction scheme, and compiling construction technical measures meeting design specifications and process requirements;
s1.2, a technical research group goes deep into a construction site, surveys actual conditions and surrounding environments of the site, refers to data and verifies drawings;
s1.3, material preparation, labor force preparation and tool preparation all meet requirements;
s2, determining hole positions, including:
s2.1, measuring and placing according to the basic plane layout diagram, and recording a paying-off process; determining an anchoring area when the hole site coordinate error is within 50mm, and detecting whether an obstacle exists;
s2.2, setting a fixed point outside the hole site design range, and clearly marking the fixed point by using red paint for measurement, placement and inspection so as to ensure that retesting can be frequently carried out in the construction process and measurement work is well done;
s2.3, leveling a field, adjusting the horizontal position, the height, the direction and the inclination angle of an arm support of the crawler-type down-the-hole hammer drill to enable a drill rod and a casing clamp to be aligned with hole positions, and adjusting the direction and the inclination angle to meet design requirements;
s3, reaming and guiding holes, wherein the diameter of a drill bit is larger than the designed diameter by 25 +/-5 mm, and the drilling depth is larger than the designed hole depth by 750 +/-250 mm;
s4, drilling a hole with a casing pipe, wherein the casing pipe is an integrated structure formed by connecting a steel pipe and a pipe shoe in a threaded mode, and the casing pipe follows to the depth of a preset anchor rod free section (20);
s5, replacing the umbrella-shaped expanding head, extending the umbrella-shaped expanding head into the end of the sleeve along the sleeve, opening the umbrella-shaped expanding hole, slowly extending into the anchor rod anchoring section (10) to a preset depth, finally pulling out the sleeve, and injecting water to protect the wall to form a hole;
s6, anchor rod manufacturing: manufacturing a cage core bag anchor rod according to design requirements, wherein the anchor rod comprises a rod body (1), a layer of butter is smeared on a free section (20) of the rod body (1), plastic cloth is tightly wrapped, a plastic hose is sleeved and firmly tied to form an anti-corrosion structure (11), an anchorage section (10) of the rod body (1) is provided with a supporting rib (3), a spiral rib (2) is sleeved on the anchorage section (10) of the rod body (1), the spiral rib (2) is connected with the supporting rib (3), finally, a bag (6) is wrapped on the outer side of the whole anchorage section (10), and a grouting pipe is connected to a grouting opening (61) of the bag (6);
s7, anchor rod installation: a hoisting system is adopted to quickly place the anchor rod assembled on site into the anchor hole in time;
s8, rotating the spiral ribs (2), and driving the branch ribs (3) to expand along the direction away from the rod body (1) through the connection between the spiral ribs (2) and the branch ribs (3), wherein the maximum radial distance between the branch ribs (3) and the axis of the rod body (1) is greater than the radius of the spiral ribs (2);
s9, grouting, comprising:
s9.1, grouting by using a bag (6), grouting the prepared cement paste into the bag (6) by using a slurry pump, expanding the bag (6) by using the cement paste to be tightly attached to soil around the anchor rod, and combining the spiral ribs (2) around the rod body (1), the expanded support ribs (3) and the cement paste to form a bone rib consolidation body;
s9.2, grouting the anchor hole, performing secondary grouting in the anchor hole by adopting cement mortar after the grouting of the bag (6) is finished for 24 hours, controlling the grouting pressure to be between 4 and 5MPa, and stopping grouting after grouting liquid flows out from the orifice;
s10, tensioning and locking an anchor rod, wherein at least one stage of load is applied before tensioning the anchor rod to enable each part of the fastening bent and rib body to be completely flat, the tensioning adopts integral super-tensioning, the loading is sequentially carried out according to 25%, 50%, 75%, 100% and 120% of the design load, the anchor rod is tensioned to 1.0-1.5 times of the design axial tension value, the load is kept for at least 30 minutes after tensioning, then the load is unloaded to the locking load to carry out locking operation, and after the anchor rod is locked, if obvious prestress loss is found, the compensation tensioning is carried out;
s11, sealing the anchor, namely sealing and grouting the hole by adopting cement mortar, and then sealing the anchor on the exposed section of the rod body (1) by using concrete according to the designed size;
one end of each supporting rib (3) is hinged with the rod body (1), the number of the supporting ribs (3) is multiple, and the hinged positions between each supporting rib (3) and the rod body (1) are uniformly distributed along the spiral path of the spiral rib (2); the supporting framework (3) is provided with a waist-shaped hole (31) along the length of the supporting framework, the spiral rib (2) penetrates through the waist-shaped hole (31), the wall of the hole, opposite to the wall of the hole, in the width direction of the waist-shaped hole (31) is provided with an arc surface, and the curvature center of the arc surface is positioned outside the supporting framework (3); the driving supporting body (12) is sleeved on the rod body (1), the driving supporting body (12) is connected with the anchor rod in a rotating mode, the driving supporting body (12) is fixedly connected with the end portion of the spiral rib (2), and a driving groove is formed in the end face of the driving supporting body (12).
2. The construction method of the spiral cage core anchor rod pile anchor support according to claim 1, characterized in that: the free end of the branch rib (3) is tangentially extended with a section of wing plate (32) along the spiral direction of the spiral rib (2), and the wide surface of the wing plate (32) is arranged in parallel with the adjacent branch rib (3).
3. The construction method of the spiral cage core anchor rod pile anchor support according to claim 1, characterized in that: the supporting framework (3) is sleeved with a plurality of ferrules (5), and the ferrules (5) are located between the hinged end of the supporting framework (3) and the spiral ribs (2).
4. The construction method of the spiral cage core anchor rod pile anchor support according to claim 3, characterized in that: a plurality of lugs (51) are projected from the surface of the ferrule (5), and the lugs (51) are uniformly distributed along the circumferential direction of the ferrule (5); when the branch framework (3) is overturned and unfolded to be vertical to the rod body (1), the lug (51) of the ferrule (5) is abutted with the surface of the adjacent ferrule (5).
5. The construction method of the spiral cage core anchor rod pile anchor support according to claim 4, characterized in that: a U-shaped template surrounding barrier (4) is fixed on the outer peripheral wall of the rod body (1), a hinge point between the support ribs (3) and the rod body (1) is positioned inside the template surrounding barrier (4), the opening of the template surrounding barrier (4) faces to the direction of a free section (20) of the rod body (1), and the opening of the template surrounding barrier (4) is used for avoiding the turning and unfolding movement of the support ribs (3); when the support ribs (3) are overturned and unfolded to be perpendicular to the rod body (1), the loop (5) is positioned inside the template enclosure (4).
6. The construction method of the spiral cage core anchor rod pile anchor support according to claim 5, characterized in that: the convex block (51) is provided with a guide surface (52), and the inner side surface of the template enclosure (4) opposite to the opening of the template enclosure (4) protrudes towards the rod body (1) to form a butting block (41); when the support ribs (3) are unfolded to be perpendicular to the rod body (1) in a turning mode, the side wall of the abutting block (41) abuts against the outer diameter of the ferrule (5), the guide surface (52) abuts against the surface of the adjacent ferrule (5), and the two adjacent ferrules (5) are forced to be coaxial.
7. The construction method of the spiral cage core anchor rod pile anchor support according to claim 5, characterized in that: ribbed slabs (42) are fixedly connected between the three outer side surfaces of the template enclosure (4) and the outer peripheral surface of the rod body (1).
8. The construction method of the spiral cage core anchor rod pile anchor support according to claim 1, characterized in that: in step S2, measuring the engineering geology of the site, and preparing a corresponding drill bit and drill rod combination in advance; in step S3, the drill rod and drill bit combination is replaced according to the geological conditions to perform hole reaming and guiding.
9. The construction method of the spiral cage core anchor rod pile-anchor support according to claim 8, characterized in that: when the soil layer is clay hard plastic soil, a combination of a three-blade drill and a spiral drill rod or a combination of an auger drill and a spiral drill rod is used, and when a harder strong weathered layer and an included unconsolidated, broken and crack-developed rock layer or a complex stratum with sand gravel, corner gravel and rock-soil mixed accumulation bodies and a landslide fracture zone are encountered, a pneumatic spherical down-the-hole hammer is used for hole leading.
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| CN112814572B (en) * | 2021-01-05 | 2023-07-25 | 陕西隆岳地基基础工程有限公司 | Drill bit for construction of soil-squeezing pile composite foundation |
| CN112854255B (en) * | 2021-01-12 | 2022-04-12 | 中建长远建设有限公司 | Anchor rod structure and construction method of ecological slope protection of plant-growing concrete |
| CN113123336B (en) * | 2021-04-26 | 2022-05-31 | 福建省水利水电工程局有限公司 | Pressure-bearing type enlarged footing anti-floating anchor rod structure and construction method thereof |
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