CN115110771A - Building structure construction method for consequent rock slope - Google Patents
Building structure construction method for consequent rock slope Download PDFInfo
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- CN115110771A CN115110771A CN202210911741.XA CN202210911741A CN115110771A CN 115110771 A CN115110771 A CN 115110771A CN 202210911741 A CN202210911741 A CN 202210911741A CN 115110771 A CN115110771 A CN 115110771A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 239000011435 rock Substances 0.000 title claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 6
- 238000002955 isolation Methods 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000002390 adhesive tape Substances 0.000 claims description 3
- 238000010438 heat treatment Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 2
- 230000003449 preventive effect Effects 0.000 claims 1
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- 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
- E02D17/20—Securing of slopes or inclines
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- 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
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/50—Anchored foundations
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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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a building structure construction method for a consequent rock slope, which comprises the following steps: building an anchor pier; building a frame column; mounting a prestressed cable anchor; one end of a transverse prestressed cable anchor extends into the soft surface of the side slope in the forward direction through a transverse anchor hole and is grouted, the other end of the transverse prestressed cable anchor is fixedly connected with a transverse floor beam through a prefabricated anchor head, and the prefabricated anchor head is perpendicular to the stress direction of the transverse prestressed cable anchor; one end of the oblique prestressed cable anchor extends into the soft side of the slope in the forward direction through an oblique anchor hole and is grouted, the other end of the oblique prestressed cable anchor is fixedly connected with an anchor pier through a prefabricated anchor head, and the prefabricated anchor head is perpendicular to the stress direction of the oblique prestressed cable anchor. The method solves the problems that the prior art has large disturbance to the natural slope, harms the construction safety, has huge side slope treatment engineering quantity, more construction procedures, longer construction period, higher construction cost and is not beneficial to streamlined operation.
Description
Technical Field
The invention relates to a building structure construction method for a consequent rock slope, and belongs to the technical field of rock and soil.
Background
It is known that houses are composed of a roof and an enclosure for housing. With the improvement of living standard of people, the house forms are more and more diversified. And with the increasing shortage of land area, people can often build houses on mountains, and the houses can be used for living and viewing.
In the prior art, retaining wall foundations need to be excavated for the house structures with the consequent rock slopes, bedding rock landslides are easily generated at bedding steep rock slope sections, particularly bedding steep soft and hard alternate rock slope sections during foundation excavation, the disturbance of the house structure foundation construction on natural slopes is large, the construction safety is damaged, the slope treatment engineering quantity is large, reinforcing steel bars need to be bound on site, and reinforced concrete piles or reinforced concrete slabs need to be cast in situ, the construction procedures are more, the construction period is longer, the construction cost is higher, and the method is not favorable for streamlined operation.
Therefore, the development of a method for constructing a forward rock slope house structure, which ensures that the disturbance on a natural slope is small, has the advantages of small side slope treatment work amount, less construction procedures, short construction period, low construction cost and contribution to streamlined operation, is urgently needed.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: provides a building structure construction method for a consequent rock slope, which overcomes the defects of the prior art.
The technical scheme of the invention is as follows: a method of constructing a building structure for a consequent rocky slope, the method comprising the steps of:
building an anchor pier, fixedly connecting the anchor pier with the consequent rock side slope surface through an inserted bar, drilling along the vertical middle position of the anchor pier to obtain a vertical anchor hole, drilling along the side part of the anchor pier to obtain an oblique anchor hole, wherein the vertical anchor hole and the oblique anchor hole extend into the consequent weak surface of the side slope, and a frame column stressed steel bar is reserved at the top of the anchor pier to meet the requirement of steel bar anchoring;
building a frame column, building the frame column on the anchor pier, reserving a vertical anchor cable hole in the middle of the frame column, and aligning the vertical anchor cable hole with the vertical anchor hole;
building ground beams, wherein the anchor piers are connected into a whole by adopting a transverse ground beam and a vertical ground beam;
building a floor beam, building a transverse floor beam and a vertical floor beam on the frame column, and reserving a transverse anchor hole in the middle of the transverse floor beam along the length direction of the transverse floor beam;
mounting a prestressed cable anchor, extending one end of a vertical prestressed anchor cable into a forward weak surface of a side slope through a vertical anchor hole and a vertical anchor cable hole, grouting, fixedly connecting the other end of the vertical prestressed anchor cable with a frame column through a prefabricated anchor head, and enabling the prefabricated anchor head to be vertical to the stress direction of the vertical prestressed anchor cable; one end of a transverse prestressed cable anchor extends into the soft surface of the side slope in the forward direction through a transverse anchor hole and is grouted, the other end of the transverse prestressed cable anchor is fixedly connected with a transverse floor beam through a prefabricated anchor head, and the prefabricated anchor head is perpendicular to the stress direction of the transverse prestressed cable anchor; one end of the oblique prestressed cable anchor extends into the soft side of the slope in the forward direction through an oblique anchor hole and is grouted, the other end of the oblique prestressed cable anchor is fixedly connected with an anchor pier through a prefabricated anchor head, and the prefabricated anchor head is perpendicular to the stress direction of the oblique prestressed cable anchor.
Further, when the prestressed cable anchor is installed, before the vertical prestressed anchor cable is inserted into the vertical anchor hole, the isolation support and the centering support are sleeved along the vertical prestressed anchor cable with the distance of 1.5m, and are bound firmly by lead wires; before the transverse prestressed cable anchor is inserted into the transverse anchor hole, an isolation support and a centering support are sleeved along the transverse prestressed cable anchor interval of 1.5m, and are bound firmly by lead wires; before inserting the oblique prestressed cable anchor into the oblique anchor hole, sleeving an isolation support and a centering support along the distance of 1.5m of the oblique prestressed cable anchor, and binding firmly by using lead wires.
Furthermore, when the prestressed cable anchor is installed, one end of the vertical prestressed cable anchor, one end of the transverse prestressed cable anchor and one end of the oblique prestressed cable anchor, which are far away from the side slope forward weak surface, are fixedly connected with the guide cap.
Further, when the prestressed cable anchor is installed, the free sections of the vertical prestressed cable anchor, the transverse prestressed cable anchor and the oblique prestressed cable anchor are coated with anti-rust paint twice and wrapped by plastic corrugated pipes, and two ends of the vertical prestressed cable anchor, the transverse prestressed cable anchor and the oblique prestressed cable anchor are sealed by adhesive tapes.
Further, grouting when the prestressed cable anchor is installed comprises two steps of normal pressure grouting and high pressure grouting, wherein the normal pressure grouting is performed within a half hour after the prestressed cable anchor is placed into an anchor hole, the strength of a grouting body is not lower than 25Mpa from the bottom of the hole to the top until a hole orifice overflows, and grouting is performed after the grouting surface is lowered to a certain position; the high-pressure grouting is carried out after the normal-pressure grouting strength reaches 5.0Mpa, and the grouting can be stopped when the high-pressure grouting slurry overflows from the orifice, and the grouting pressure is controlled to be 2.5-5.0 Mpa; after grouting, natural curing is carried out for not less than 7 days, and before the slurry is hardened, external force or anchor rod movement caused by the external force is forbidden.
And furthermore, an EPS flexible layer is arranged between the frame column and the bottom of the anchor pier.
Further, the method also comprises the following steps:
and marking the level and elevation control lines of the laminated slab, checking the positions of the water heating and fire-fighting reserved holes, and then installing the fabricated floor slab.
Further, the method also comprises the following steps:
and greening geocell chambers are arranged between the transverse ground beams and the vertical ground beams, adjacent plates of the greening geocell chambers are integrally connected by hinge bolts, and phi 10 anchors with the length of 50cm are adopted between every two layers of cells to be fixed at intervals of 2m in the longitudinal direction and 1m in the transverse direction.
The invention has the beneficial effects that: compared with the prior art, the combined anti-sliding and anti-seismic house integrated structure is formed by anchoring the anchor piers, the frame columns and the floor beams through the prestressed cable anchors, the self mechanical property of the bedding rock slope is fully utilized, the foundation of the retaining wall does not need to be excavated, the disturbance to the natural bedding steep rock slope is small, a large amount of mechanical operation can be adopted under the condition that the stability of the bedding rock slope is ensured, the bedding rock slope is prevented from being generated when the foundation of the house structure is excavated, the construction safety is high, the construction procedures are few, the construction period is short, the construction efficiency is high, and the construction cost is effectively reduced.
Drawings
FIG. 1 is a side view of a building structure according to an embodiment of the invention;
FIG. 2 is a top plan view of a building structure according to an embodiment of the invention;
fig. 3 is a schematic structural view of a ground beam of the housing structure according to the embodiment of the present invention.
Detailed Description
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention; the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance, and furthermore, unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Example 1 was carried out:
in order to solve the problems that in the prior art, when a building structure of a consequent rock slope is constructed, the disturbance to a natural slope is large, the construction safety is damaged, the amount of slope treatment engineering is huge, reinforcing steel bars also need to be bound on site, reinforced concrete piles or reinforced concrete slabs are cast in place, the construction procedures are more, the construction period is longer, the construction cost is higher, and the streamlined operation is not facilitated, referring to fig. 1-3, the embodiment is a building structure construction method for the consequent rock slope, and the method comprises the following steps:
building an anchor pier 2, fixedly connecting the anchor pier 2 with the consequent rock side slope surface 1 through an inserted bar 15, drilling along the vertical middle position of the anchor pier 2 to obtain a vertical anchor hole, drilling along the side part of the anchor pier 2 to obtain an oblique anchor hole, wherein the vertical anchor hole and the oblique anchor hole extend into the consequent weak surface 13 of the side slope, and a frame column 3 stressed steel bar is reserved at the top of the anchor pier 2 to meet the requirement of steel bar anchoring;
building a frame column 3, building the frame column 3 on the anchor pier 2, reserving a vertical anchor cable hole in the middle of the frame column 3, and aligning the vertical anchor cable hole with the vertical anchor hole;
building a ground beam, wherein the anchor piers 2 are connected into a whole by adopting a transverse ground beam 10 and a vertical ground beam 11;
building a floor beam, building a transverse floor beam 5 and a vertical floor beam 6 on the frame column 3, and reserving a transverse anchor hole along the length direction of the transverse floor beam 5 in the middle of the transverse floor beam 5;
mounting a prestressed cable anchor, extending one end of a vertical prestressed anchor cable 7 into a side slope consequent weak surface 13 through a vertical anchor hole and a vertical anchor cable hole and grouting, fixedly connecting the other end of the vertical prestressed anchor cable with a frame column 3 through a prefabricated anchor head 12, wherein the prefabricated anchor head 12 is vertical to the stress direction of the vertical prestressed anchor cable 7; one end of a transverse prestressed cable anchor 8 extends into a side slope forward weak surface 13 through a transverse anchor hole and is grouted, the other end of the transverse prestressed cable anchor is fixedly connected with a transverse floor beam 5 through a prefabricated anchor head 12, and the prefabricated anchor head 12 is vertical to the stress direction of the transverse prestressed cable anchor 8; one end of the oblique prestressed cable anchor 16 extends into the position of the slope consequent weak surface 13 through an oblique anchor hole and is grouted, the other end of the oblique prestressed cable anchor is fixedly connected with the anchor pier 2 through a prefabricated anchor head 12, and the prefabricated anchor head 12 is perpendicular to the stress direction of the oblique prestressed cable anchor 16.
Compared with the prior art, the building method has the advantages that the anchor piers 2, the frame columns 3 and the floor beams are anchored through the prestressed cable anchors to form a combined anti-sliding and anti-seismic house integrated structure, the self mechanical property of the bedding rock slope is fully utilized, the foundation of the retaining wall does not need to be excavated, the disturbance to the natural bedding steep rock slope is small, a large amount of mechanical operation can be adopted under the condition that the stability of the bedding rock slope is ensured, the bedding rock slope is prevented from being generated when the foundation of the house structure is excavated, the construction safety is high, the construction procedures are few, the construction period is short, the construction efficiency is high, and the construction cost is effectively reduced.
In order to ensure that the prestressed anchor cable is in a central position in the hole, prevent the free section from generating overlarge deflection and prevent the hole wall from being stirred when being inserted into the drill hole and ensure that the steel strand has an enough protective layer, in the embodiment, further, when the prestressed anchor cable is installed, before the vertical prestressed anchor cable 7 is inserted into the vertical anchor hole, an isolation bracket and a centering bracket are sleeved at a distance of 1.5m along the vertical prestressed anchor cable 7, and are firmly bound by lead wires; before the transverse prestressed cable anchor 8 is inserted into the transverse anchor hole, an isolation support and a centering support are sleeved along the transverse prestressed cable anchor 8 at the interval of 1.5m, and are bound firmly by lead wires; before inserting the oblique prestressed cable anchor 16 into the oblique anchor hole, the isolating support and the centering support are sleeved along the oblique prestressed cable anchor 16 at the interval of 1.5m, and are bound firmly by lead wires. When the prestressed cable anchor is installed, one ends of the vertical prestressed cable anchor 7, the transverse prestressed cable anchor 8 and the oblique prestressed cable anchor 16, which are far away from the slope forward weak surface 13, are fixedly connected with the guide cap.
In order to prevent the prestressed cable anchor from rusting due to the contact of the cement slurry with the prestressed cable anchor in the free section, in the embodiment, further, when the prestressed cable anchor is installed, the free sections of the vertical prestressed cable anchor 7, the transverse prestressed cable anchor 8 and the oblique prestressed cable anchor 16 are coated with antirust paint twice and wrapped by plastic corrugated pipes, and the two ends are sealed by adhesive tapes.
In order to ensure that grouting is compact and free of cavities, further, grouting during installation of the prestressed cable anchor comprises two steps of normal-pressure grouting and high-pressure grouting, wherein the normal-pressure grouting is performed within a half hour after the prestressed cable anchor is placed into the anchor hole, the grouting strength is not lower than 25Mpa from the hole bottom to the top until the grout overflows from the orifice, and grouting is performed after the grout surface descends to a certain position; the high-pressure grouting is carried out after the normal-pressure grouting strength reaches 5.0Mpa, and the grouting can be stopped when the high-pressure grouting slurry overflows from the orifice, and the grouting pressure is controlled to be 2.5-5.0 Mpa; after grouting is finished, natural curing is carried out for at least 7 days, and before slurry is hardened, external force or anchor rod movement caused by the external force is forbidden.
Further, an EPS flexible layer 4 is arranged between the frame column 3 and the bottom of the anchor pier 2. The EPS flexible layer 4 can play a buffering role, so that the frame column 3 has stronger shock resistance.
In order to avoid the installation assembled floor 9 to lead to the superimposed sheet position inaccurate, the water sets up warm and fire control reserved hole position inaccurate, and further, still include following step: the superimposed slab level and elevation control lines are marked, the positions of the water heating and fire-fighting reserved holes are checked, and then the fabricated floor 9 is installed.
Further, the method also comprises the following steps: and a greening geocell 14 is arranged between the transverse ground beam 10 and the vertical ground beam 11, adjacent plates of the greening geocell 14 are integrally connected by hinge bolts, and each two layers of cells are fixed by adopting phi 10 anchors with the length of 50cm at a distance of 2m in the longitudinal direction and 1m in the transverse direction.
The foregoing is a further detailed description of the invention in connection with specific preferred embodiments and it is not intended to limit the invention to the specific embodiments described. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.
Claims (8)
1. A method of constructing a building structure for a consequent rocky slope, the method comprising the steps of:
building an anchor pier (2), fixedly connecting the anchor pier (2) with the consequent rock slope surface (1) through a dowel (15), drilling along the vertical middle position of the anchor pier (2) to obtain a vertical anchor hole, drilling along the side part of the anchor pier (2) to obtain an oblique anchor hole, extending the vertical anchor hole and the oblique anchor hole into the consequent weak surface (13) of the side slope, and reserving a frame column (3) stress steel bar at the top of the anchor pier (2) to meet the requirement of steel bar anchoring;
building a frame column (3), building the frame column (3) on the anchor pier (2), reserving a vertical anchor cable hole in the middle of the frame column (3), and aligning the vertical anchor cable hole with the vertical anchor hole;
building a ground beam, wherein the anchor piers (2) are connected into a whole by adopting a transverse ground beam (10) and a vertical ground beam (11);
building a floor beam, building a transverse floor beam (5) and a vertical floor beam (6) on the frame column (3), and reserving a transverse anchor hole in the middle of the transverse floor beam (5) along the length direction of the transverse floor beam (5);
mounting a prestressed cable anchor, extending one end of a vertical prestressed anchor cable (7) into a side slope forward weak surface (13) through a vertical anchor hole and a vertical anchor cable hole and grouting, fixedly connecting the other end of the vertical prestressed anchor cable with a frame column (3) through a prefabricated anchor head (12), wherein the prefabricated anchor head (12) is vertical to the stress direction of the vertical prestressed anchor cable (7); one end of a transverse prestressed cable anchor (8) extends into the position of a side slope forward weak surface (13) through a transverse anchor hole and is grouted, the other end of the transverse prestressed cable anchor is fixedly connected with a transverse floor beam (5) through a prefabricated anchor head (12), and the prefabricated anchor head (12) is vertical to the stress direction of the transverse prestressed cable anchor (8); one end of an oblique prestressed cable anchor (16) extends into the position of a side slope forward weak surface (13) through an oblique anchor hole and is grouted, the other end of the oblique prestressed cable anchor is fixedly connected with an anchor pier (2) through a prefabricated anchor head (12), and the prefabricated anchor head (12) is perpendicular to the stress direction of the oblique prestressed cable anchor (16).
2. The method for constructing a housing structure for a consequent rock slope according to claim 1, characterized in that, when installing the prestressed cable anchors, before inserting the vertical prestressed anchor cables (7) into the vertical anchor holes, the isolating brackets and the centering brackets are sleeved along the vertical prestressed anchor cables (7) at a distance of 1.5m and are bound firmly by lead wires; before the transverse prestressed cable anchor (8) is inserted into the transverse anchor hole, an isolation support and a centering support are sleeved along the transverse prestressed cable anchor (8) at the interval of 1.5m, and are bound firmly by lead wires; before the oblique prestressed cable anchor (16) is inserted into the oblique anchor hole, the isolating support and the centering support are sleeved along the oblique prestressed cable anchor (16) at the interval of 1.5m, and the oblique prestressed cable anchor is bound firmly by lead wires.
3. The method for constructing a housing structure for a consequent rock slope according to claim 1, characterized in that, when installing the prestressed cable anchors, the ends of the vertical prestressed cable anchors (7), the transverse prestressed cable anchors (8) and the oblique prestressed cable anchors (16) far from the consequent weak face (13) of the slope are fixedly connected with guide caps.
4. The method for constructing a housing structure for a consequent rock slope according to claim 1, characterized in that, when installing the pre-stressed cable anchors, the free sections of the vertical pre-stressed cable (7), the transverse pre-stressed cable (8) and the oblique pre-stressed cable (16) are coated with rust preventive paint twice and wrapped with plastic corrugated pipes, and both ends are sealed with adhesive tapes.
5. The method for constructing a housing structure for a consequent rock slope according to claim 1, wherein the grouting in the installation of the prestressed cable anchor comprises two steps of normal pressure grouting and high pressure grouting, the normal pressure grouting is performed within a half hour after the prestressed cable anchor is placed in the anchor hole, the grouting strength is not lower than 25Mpa from the hole bottom to the orifice overflow, and the grouting is performed after the grouting surface descends to a certain position; the high-pressure grouting is carried out after the normal-pressure grouting strength reaches 5.0Mpa, and the grouting can be stopped when the high-pressure grouting slurry overflows from the orifice, and the grouting pressure is controlled to be 2.5-5.0 Mpa; after grouting, natural curing is carried out for not less than 7 days, and before the slurry is hardened, external force or anchor rod movement caused by the external force is forbidden.
6. The method for the construction of a housing structure for a consequent rock slope according to claim 1, characterized in that an EPS flexible layer (4) is arranged between the frame columns (3) and the bottom of the anchor piers (2).
7. The method of constructing a building structure for a forward rock slope according to claim 1, further comprising the steps of:
and marking the level and elevation control lines of the laminated slab, checking the positions of the water heating and fire-fighting reserved holes, and then installing the fabricated floor (9).
8. The method of constructing a building structure for a forward rock slope according to claim 7, further comprising the steps of:
and greening geocell chambers (14) are arranged between the transverse ground beam (10) and the vertical ground beam (11), adjacent plates of the greening geocell chambers (14) are integrally connected by hinge type bolts, and phi 10 anchor bolts with the length of 50cm are adopted between every two layers of cells to be fixed at intervals of 2m in the longitudinal direction and 1m in the transverse direction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210911741.XA CN115110771B (en) | 2022-07-27 | 2022-07-27 | House structure building method for forward rock slope |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210911741.XA CN115110771B (en) | 2022-07-27 | 2022-07-27 | House structure building method for forward rock slope |
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| CN115110771B CN115110771B (en) | 2023-10-20 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0310760A1 (en) * | 1987-10-05 | 1989-04-12 | Sarna Kunststoff Ag | Covering and its use |
| CN103938634A (en) * | 2014-03-22 | 2014-07-23 | 王继远 | Deep foundation pit supporting structure and construction method |
| FR3057597A1 (en) * | 2016-10-14 | 2018-04-20 | Herve Gagneux | METHOD FOR COATING A BUILDING ROOF AND COATING OBTAINED |
| CN108005097A (en) * | 2017-12-15 | 2018-05-08 | 兰州理工大学 | High gradient slope top of the slope construction/build thing anchor raft foundation construction and construction method |
| CN111535177A (en) * | 2020-05-27 | 2020-08-14 | 中国科学院武汉岩土力学研究所 | Rock anchor anchorage composed of prestressed group anchor and surrounding rock and construction method thereof |
-
2022
- 2022-07-27 CN CN202210911741.XA patent/CN115110771B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0310760A1 (en) * | 1987-10-05 | 1989-04-12 | Sarna Kunststoff Ag | Covering and its use |
| CN103938634A (en) * | 2014-03-22 | 2014-07-23 | 王继远 | Deep foundation pit supporting structure and construction method |
| FR3057597A1 (en) * | 2016-10-14 | 2018-04-20 | Herve Gagneux | METHOD FOR COATING A BUILDING ROOF AND COATING OBTAINED |
| CN108005097A (en) * | 2017-12-15 | 2018-05-08 | 兰州理工大学 | High gradient slope top of the slope construction/build thing anchor raft foundation construction and construction method |
| CN111535177A (en) * | 2020-05-27 | 2020-08-14 | 中国科学院武汉岩土力学研究所 | Rock anchor anchorage composed of prestressed group anchor and surrounding rock and construction method thereof |
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| CN115110771B (en) | 2023-10-20 |
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