CN111910671A - Prestressed anchor rod combined excavation composite foundation and construction method thereof - Google Patents
Prestressed anchor rod combined excavation composite foundation and construction method thereof Download PDFInfo
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- CN111910671A CN111910671A CN202010698822.7A CN202010698822A CN111910671A CN 111910671 A CN111910671 A CN 111910671A CN 202010698822 A CN202010698822 A CN 202010698822A CN 111910671 A CN111910671 A CN 111910671A
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- 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
- E02D27/42—Foundations for poles, masts or chimneys
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- 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
- E02D5/80—Ground anchors
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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
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a prestressed anchor rod combined excavated composite foundation and a construction method thereof, and relates to the technical field of power transmission tower foundations, wherein the excavated foundation is positioned in a soil layer I, the excavated foundation consists of excavated foundation concrete and excavated foundation reinforcing bars, the prestressed anchor rod foundation is positioned in a rock layer II and comprises a plurality of prestressed anchor rods, each prestressed anchor rod comprises an anchoring section concrete or cement mortar and a prestressed anchor bar, the upper end part of each prestressed anchor bar extends into the excavated foundation to form a prestressed anchor bar free section, an isolation sleeve is sleeved on each prestressed anchor bar free section, and an anchor head, an anchor backing plate and an anchor head reinforcing bar are arranged at the upper end part of each prestressed anchor bar free section.
Description
Technical Field
The invention relates to a power transmission tower foundation technology, in particular to a combined excavation composite foundation with prestressed anchor rods and a construction method thereof.
Background
With the construction of the ultrahigh voltage transmission line in China. More and more extra-high voltage transmission lines need to pass through mountainous areas. At present, there are 3 kinds of mountain area transmission line shaft tower foundations mainly: rock embedded foundations, excavation foundations and rock bolt foundations. Because the load of the extra-high voltage transmission line is large, the sizes and the opening amounts of the rock embedding and hole digging type foundations are large generally, and the excavation construction difficulty is large. Compared with the rock embedding and hole digging type foundation, the rock anchor rod foundation can fully utilize the good bearing performance of the rock foundation, the consumption of the foundation concrete and the excavation amount of the earth and stone are small, and the transportation amount of the foundation material and the spoil can be obviously reduced. In addition, the mechanical construction degree of the rock anchor rod foundation is high, the damage of manual excavation or blasting operation to rock base planes and forest vegetation around the foundation is obviously reduced, the economic and environmental benefits are better, and the application prospect in the extra-high voltage direct current transmission line engineering is wide.
The rock anchor rod foundation types commonly used in mountain power transmission line engineering are of a straight anchor type and a bearing platform type 2. The straight anchor type anchor rod foundation is mainly suitable for a tower position with a thin covering layer or a directly exposed rock foundation and small foundation acting force; the bearing platform type anchor rod foundation is mainly suitable for covering a rock foundation with a slightly thick layer on the ground surface and is generally used for a tower position with larger foundation acting force. However, in mountain and hilly areas in China, geological conditions that a clay layer is covered on the earth surface of 2-3 m and a rock foundation is below the earth layer exist widely. With the improvement of the transmission voltage grade and the foundation load, a single digging foundation or rock bolt foundation is selected, and the engineering requirements cannot be met under most conditions. At the moment, if the excavation foundation and the anchor rod foundation are combined to form the anchor rod combined excavation composite foundation, namely the excavation foundation is applied to the upper clay layer, and the rock anchor rod foundation is applied to the lower rock mass, the natural bearing capacity of 2 foundation conditions can be fully exerted. However, the anchor rod combined excavation composite foundation in the prior art has the following problems: 1) when resisting the upper pulling load, the bearing function can be realized only by generating larger deformation; 2) the accumulated deformation is larger under the action of cyclic load; 3) the foundation rigidity is lower, and rock stock basis and drawing and excavating the basis are difficult to bear in coordination, and the sensitivity difference to the deformation is great.
For example, a "screw anchor excavated composite foundation" disclosed in chinese patent literature, publication No. CN202124863U, discloses a screw anchor excavated composite foundation. The composite foundation comprises a spiral anchor and a digging foundation, wherein the spiral anchor is arranged at the bottom of the digging foundation, and the upper part of the spiral anchor extends into the digging foundation and is fixedly connected with the digging foundation. However, the screw anchor digging composite foundation needs to generate large deformation to play a bearing role when resisting the upper pulling load, and the accumulated deformation is large under the action of cyclic load.
Disclosure of Invention
The invention provides a prestressed anchor rod combined excavation composite foundation and a construction method thereof, aiming at solving the problems that the existing anchor rod combined excavation composite foundation in the prior art needs to generate larger deformation to play a bearing role when resisting uplift load, the accumulated deformation is larger under the action of cyclic load, the foundation rigidity is lower, the rock anchor rod foundation and the excavation foundation are difficult to bear in a synergistic mode, the sensitivity difference of deformation is larger, and the like.
In order to achieve the purpose, the invention adopts the following technical scheme:
the utility model provides a prestressed anchorage bar combines to draw and digs compound basis, is including drawing the foundation of making pottery and prestressed anchorage bar basis, it is located soil layer I to dig the foundation of making pottery, dig the foundation of making pottery and draw foundation arrangement of reinforcement and constitute by drawing the foundation concrete, prestressed anchorage bar basis is located the stratum II, including a plurality of prestressed anchorage bars, prestressed anchorage bar includes anchor section concrete or cement mortar and prestressed anchorage bar, prestressed anchorage bar upper end stretches into and constitutes prestressed anchorage bar free section in digging the foundation of making pottery, prestressed anchorage bar free section cover is equipped with the isolation sleeve, prestressed anchorage bar free section upper end is provided with anchor head, anchor slab and anchor head strengthening rib.
The invention discloses a prestressed anchor rod combined excavation composite foundation which comprises a foundation for excavating pottery and a prestressed anchor rod foundation, wherein the prestressed anchor rod foundation comprises a prestressed anchor rod provided with prestressed anchor bars, the upper end parts of the prestressed anchor bars extend into the foundation for excavating pottery to form a prestressed anchor bar free section, the prestressed anchor bar free section is provided with an isolation sleeve, and the upper end parts of the prestressed anchor bar free section are also provided with an anchor head, an anchor backing plate and an anchor head reinforcing rib. In order to improve the rigidity integrity of the foundation and exert the resistance of the rock-soil body, the anchor rod foundation and the excavated foundation are combined into a whole more tightly through prestress, from the aspect of a stress principle, the traditional non-prestressed anchor rib composite foundation usually has the problems that the lower anchor rod of the foundation is high in deformation rigidity under stress, the upper excavated foundation is low in deformation rigidity, the anchor rod and the excavated foundation are difficult to realize deformation coordination, so that the resistance provided by the anchor rod and the excavated foundation is in a sequence when the foundation is subjected to a large uplift force, the anchor rod is subjected to a limit state under small deformation and is subjected to plastic damage, the excavated foundation still only exerts a small part of the self uplift bearing force, the anchor rod is difficult to be uplifted from the ground surface of the foundation to observe the stress state of. The prestressed anchor rod combined excavation composite foundation disclosed by the invention has the advantages that the anchor rod part and the excavation foundation are more tightly combined together through prestress, the bearing deformation sensitivity of the foundation is improved, the load is more effectively transferred to a rock stratum with better deep texture, and the bearing circulation disturbance of an upper soil layer in the service period of the foundation is reduced.
Preferably, the anchor head comprises an anchor head spacer and an anchor.
Preferably, the cross section of the dug pottery foundation in the vertical direction is in an inverted funnel shape, a rectangular shape or a polygonal shape with an enlarged bottom.
Preferably, the prestressed anchor is vertically or obliquely arranged, and the radial dimension of the prestressed anchor foundation is 100-150 mm.
Preferably, the cross section of the prestressed anchor rod is circular or polygonal.
Preferably, the prestressed anchor bar is a twisted bar or a hot-rolled bar.
Preferably, the isolation sleeve is a plastic pipe or a metal corrugated pipe, and anticorrosion lubricating grease is filled between the prestressed anchor bars and the isolation sleeve.
A construction method of a prestressed anchor rod combined excavation composite foundation comprises the following steps:
(1) digging a surface soil layer until the upper surface of a rock stratum is exposed to form a foundation pit in a digging basic shape;
(2) drilling a prestressed anchor drilling hole with the diameter of 100-150mm into the deep rock stratum by using a mechanical anchor drilling machine, and cleaning the hole after hole forming;
(3) manufacturing prestressed anchor bars according to the designed length, and arranging a plurality of positioning brackets in the whole length, wherein the spacing between the positioning brackets is 1-2 m;
(4) placing and fixing the prestressed anchor bars into the holes, pouring concrete or cement mortar into the holes to form a prestressed anchor rod foundation, and controlling pouring quantity to enable the upper end of the prestressed anchor rod foundation to be higher than the upper surface of the rock stratum;
(5) sleeving an isolation sleeve outside the prestressed anchor bar, and filling anticorrosive lubricating grease into the isolation sleeve; reinforcing bars are arranged on the excavation foundation, and an anchor head reinforcing rib and an embedded anchor backing plate are arranged at the upper end part of the prestressed anchor bar; pouring concrete to the excavated foundation part, arranging a funnel-shaped mould or a sleeve at the anchor head position of the prestressed anchor rod, and pouring anchor sealing concrete after anchoring;
(6) after the pouring of the excavation foundation is completed, an anchor head gasket and an anchor are installed at the anchor head position; and after the strength of the concrete of the excavated foundation reaches 75% of the design strength, performing prestress tension locking, mechanically cutting redundant anchor bars, and pouring concrete or cement mortar to seal the anchor head.
In the construction of the excavation foundation site, the conditions that excavation is difficult to continue until the rock stratum is excavated, the designed depth cannot be reached, and the bearing requirement cannot be met exist, so that when the combined excavation composite foundation of the prestressed anchor rod of the invention is constructed, the excavation of the excavation foundation is firstly carried out, then the anchor rod is drilled, the anti-pulling requirement is met, and the problem that excavation cannot be carried out can be solved, the bearing capacity of the foundation can be effectively improved due to the practical situation of composite construction, a groove needs to be reserved at the position of the anchor head when the foundation is poured to the top surface, and a funnel-shaped mold is arranged at the position to empty the position as the position for applying prestress to the anchor head.
Preferably, the strength grade of the concrete or cement mortar in the step (4) is not lower than 42.5 MPa.
Preferably, in step (6), the thickness of the concrete protective layer for closing the anchor head is not less than 50 mm.
Therefore, the invention has the following beneficial effects:
(1) the bottom surface of the excavation foundation is arranged on the top surface of the rock stratum, so that the excavation foundation and the prestressed anchor rod foundation bear downward pressure load, the excavation foundation and the prestressed anchor rod foundation bear upward pulling load and horizontal load together, deformation is small when the excavation foundation and the prestressed anchor rod foundation bear the upward pulling load, the horizontal load and the cyclic load, and the deformation control requirement of the power transmission tower foundation is met;
(2) the construction method is simple and easy to operate, and can well meet the requirement of environmental protection;
(3) the invention can be used for geological conditions of shallow surface soil layers and lower covering rock layers, and is suitable for the tower foundation of the power transmission line.
Drawings
FIG. 1 is a schematic diagram of the present invention.
Fig. 2 is a schematic top view of the structure of the present invention.
Fig. 3 is a schematic diagram of a second structure of the present invention.
FIG. 4 is a schematic diagram of a third embodiment of the present invention.
FIG. 5 is a schematic view of the construction method of the present invention.
In the figure: the method comprises the following steps of soil layer I, rock layer II, excavated ceramic foundation 1, prestressed anchor rod foundation 2, excavated foundation concrete 3, excavated foundation reinforcing bars 4, prestressed anchor rods 5, anchoring section concrete or cement mortar 51, prestressed anchor bars 52, prestressed anchor bar free sections 53, isolation sleeves 6, anchor heads 7, anchor head gaskets 71, anchors 72, anchor backing plates 8 and anchor head reinforcing ribs 9.
Detailed Description
The invention is further described with reference to specific embodiments.
Example 1: as shown in fig. 1-2, a prestressed anchor rod combined excavation composite foundation comprises an excavation foundation 1 and a prestressed anchor rod foundation 2, wherein the excavation foundation 1 is positioned in a soil layer i, the cross section shape in the vertical direction is a polygon with an enlarged bottom, the excavation foundation 1 is composed of excavation foundation concrete 3 and excavation foundation reinforcing bars 4, the prestressed anchor rod foundation 2 is positioned in a rock layer ii and comprises a plurality of prestressed anchor rods 5, the prestressed anchor rods 5 are vertically or obliquely arranged, the radial dimension of the prestressed anchor rod foundation is 100-150mm, the cross section is circular or polygonal and comprises anchoring section concrete or cement mortar 51 and prestressed anchor bars 52, the prestressed anchor bars 52 are threaded steel bars or hot rolling steel bars, the upper end parts of the prestressed anchor bars extend into the excavation foundation 1 to form prestressed anchor bar free sections 53, the prestressed anchor bar free sections 53 are sleeved with prestressed anchor bar isolation sleeves 6, anticorrosive lubricating grease is filled between the prestressed anchor bar 52 and the isolation sleeve 6, and an anchor head 7, an anchor backing plate 8 and an anchor head reinforcing rib 9 are arranged at the upper end part of the prestressed anchor bar free section 53; the anchor head 7 comprises an anchor head pad 71 and an anchor 72.
A construction method of a prestressed anchor rod combined excavation composite foundation is shown in figure 5, and comprises the following steps:
(1) digging a surface soil layer until the upper surface of a rock stratum is exposed to form a foundation pit in a digging basic shape;
(2) drilling a prestressed anchor drilling hole with the diameter of 100-150mm into the deep rock stratum by using a mechanical anchor drilling machine, and cleaning the hole after hole forming;
(3) manufacturing a prestressed anchor bar according to the designed length, wherein the prestressed anchor bar is manufactured by connecting a plurality of steel bars in a mechanical connection mode, a double-sided lap welding mode or a double-sided rib welding mode; when double-sided welding is adopted, the length of a welding seam is not less than 5 times of the diameter of the steel bar, a plurality of positioning brackets are arranged in the whole length, and the distance between the positioning brackets is 1-2 m;
(4) placing and fixing the prestressed anchor bars into the holes, pouring concrete or cement mortar into the holes to form a prestressed anchor rod foundation, and controlling pouring quantity to enable the upper end of the prestressed anchor rod foundation to be higher than the upper surface of the rock stratum; the strength grade of the concrete or cement mortar is not lower than 42.5 MPa;
(5) sleeving an isolation sleeve outside the prestressed anchor bar, and filling anticorrosive lubricating grease into the isolation sleeve; reinforcing bars are arranged on the excavation foundation, and an anchor head reinforcing rib and an embedded anchor backing plate are arranged at the upper end part of the prestressed anchor bar; pouring concrete to the excavated foundation part, arranging a funnel-shaped mould or a sleeve at the anchor head position of the prestressed anchor rod, and pouring anchor sealing concrete after anchoring;
(6) after the pouring of the excavation foundation is completed, an anchor head gasket and an anchor are installed at the anchor head position; after the strength of the concrete of the excavated foundation reaches 75% of the design strength, performing prestress tension locking, mechanically cutting redundant anchor bars, and pouring concrete or cement mortar to seal the anchor head; the thickness of the concrete protective layer of the closed anchor head is not less than 50 mm.
When the composite foundation is constructed, because the condition that the rock stratum is difficult to continue excavation and cannot reach the design depth so as not to meet the bearing requirement exists in the site construction of the excavation foundation, the anchor rod is drilled after the excavation of the excavation foundation, so that the anti-pulling requirement is met, the problem that the excavation cannot be carried out can be solved, the actual condition of the composite construction is met, and the bearing capacity of the foundation can be effectively improved. Meanwhile, in order to improve the rigidity integrity of the foundation and exert the resistance of the rock-soil body to be consistent, the anchor rod foundation and the digging foundation are combined into a whole more tightly through prestress, the bearing deformation sensitivity of the foundation is improved, the load is transmitted to the rock stratum with better deep texture more effectively, and the bearing circulation disturbance of the upper soil layer in the service period of the foundation is reduced.
Example 2: as shown in fig. 3, the difference from embodiment 1 is that the sectional shape of the ceramic excavation base 1 in the vertical direction is rectangular.
Example 3: as shown in fig. 4, the difference from the embodiment 1 is that the sectional shape of the ceramic excavating base 1 in the vertical direction is an inverted funnel shape.
Claims (10)
1. A prestressed anchor rod combined excavation composite foundation is characterized by comprising an excavation ceramic foundation (1) and a prestressed anchor rod foundation (2), the earthenware digging foundation (1) is positioned in a soil layer (I), the earthenware digging foundation (1) is composed of digging foundation concrete (3) and digging foundation reinforcing bars (4), the prestressed anchor foundation (2) is positioned in the rock stratum (II) and comprises a plurality of prestressed anchors (5), the prestressed anchor rod (5) comprises an anchoring section concrete or cement mortar (51) and prestressed anchor bars (52), the upper end part of the prestressed anchor tendon (52) extends into the excavated ceramic foundation (1) to form a prestressed anchor tendon free section (53), the prestressed anchor bar free section (53) is sleeved with an isolation sleeve (6), and the upper end of the prestressed anchor bar free section (53) is provided with an anchor head (7), an anchor backing plate (8) and an anchor head reinforcing rib (9).
2. A prestressed anchor rod combined excavation composite foundation as claimed in claim 1, wherein the anchor head (7) comprises an anchor head gasket (71) and an anchor (72).
3. The prestressed anchor combined excavation composite foundation as claimed in claim 1, wherein the sectional shape of the excavation ceramic foundation (1) in the vertical direction is an inverted funnel shape, a rectangle or a bottom-enlarged polygon.
4. The prestressed anchor combined excavation composite foundation as claimed in claim 1, wherein the prestressed anchor (5) is vertically or obliquely arranged, and the radial dimension of the prestressed anchor foundation is 100-150 mm.
5. A prestressed anchor combined excavation composite foundation as claimed in claim 1, wherein the prestressed anchor (5) has a circular or polygonal cross-section.
6. A prestressed anchor combined excavation composite foundation as claimed in claim 1, wherein the prestressed anchor bars (52) are twisted bars or hot-rolled bars.
7. The prestressed anchor combined excavation composite foundation as claimed in claim 1, wherein the isolation sleeve (6) is a plastic pipe or a metal corrugated pipe, and anticorrosive grease is filled between the prestressed anchor bars (52) and the isolation sleeve (6).
8. A construction method of a prestressed anchor rod combined excavation composite foundation is characterized by comprising the following steps:
(1) digging a surface soil layer until the upper surface of a rock stratum is exposed to form a foundation pit in a digging basic shape;
(2) drilling a prestressed anchor drilling hole with the diameter of 100-150mm into the deep rock stratum by using a mechanical anchor drilling machine, and cleaning the hole after hole forming;
(3) manufacturing prestressed anchor bars according to the designed length, and arranging a plurality of positioning brackets in the whole length, wherein the spacing between the positioning brackets is 1-2 m;
(4) placing and fixing the prestressed anchor bars into the holes, pouring concrete or cement mortar into the holes to form a prestressed anchor rod foundation, and controlling pouring quantity to enable the upper end of the prestressed anchor rod foundation to be higher than the upper surface of the rock stratum;
(5) sleeving an isolation sleeve outside the prestressed anchor bar, and filling anticorrosive lubricating grease into the isolation sleeve; reinforcing bars are arranged on the excavation foundation, and an anchor head reinforcing rib and an embedded anchor backing plate are arranged at the upper end part of the prestressed anchor bar; pouring concrete to the excavated foundation part, arranging a funnel-shaped mould or a sleeve at the anchor head position of the prestressed anchor rod, and pouring anchor sealing concrete after anchoring;
(6) after the pouring of the excavation foundation is completed, an anchor head gasket and an anchor are installed at the anchor head position; and after the strength of the concrete of the excavated foundation reaches 75% of the design strength, performing prestress tension locking, mechanically cutting redundant anchor bars, and pouring concrete or cement mortar to seal the anchor head.
9. The construction method of a prestressed anchor combined excavation composite foundation as claimed in claim 8, wherein the strength grade of the concrete or cement mortar in the step (4) is not lower than 42.5 MPa.
10. The construction method of a prestressed anchor combined excavation composite foundation as claimed in claim 8, wherein in step (6), the thickness of the concrete protective layer for sealing the anchor head is not less than 50 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010698822.7A CN111910671A (en) | 2020-07-20 | 2020-07-20 | Prestressed anchor rod combined excavation composite foundation and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010698822.7A CN111910671A (en) | 2020-07-20 | 2020-07-20 | Prestressed anchor rod combined excavation composite foundation and construction method thereof |
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| CN111910671A true CN111910671A (en) | 2020-11-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202010698822.7A Pending CN111910671A (en) | 2020-07-20 | 2020-07-20 | Prestressed anchor rod combined excavation composite foundation and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113982028A (en) * | 2021-11-10 | 2022-01-28 | 国网新疆电力有限公司建设分公司 | Concrete pier anchor foundation suitable for soil-loading and rock-unloading stratum and construction method thereof |
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| CN210395412U (en) * | 2019-06-27 | 2020-04-24 | 中国电力工程顾问集团西南电力设计院有限公司 | Prestressed anchor pile uplift foundation suitable for overhead transmission line in mountain area |
| CN213329091U (en) * | 2020-07-20 | 2021-06-01 | 国网浙江省电力有限公司丽水供电公司 | Combined excavation composite foundation for prestressed anchor rods |
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2020
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| US20040131428A1 (en) * | 2003-01-06 | 2004-07-08 | Henderson Allan P. | Pile anchor foundation |
| JP2009019550A (en) * | 2007-07-11 | 2009-01-29 | Kurosawa Construction Co Ltd | Wind-power generator apparatus |
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| CN113982028A (en) * | 2021-11-10 | 2022-01-28 | 国网新疆电力有限公司建设分公司 | Concrete pier anchor foundation suitable for soil-loading and rock-unloading stratum and construction method thereof |
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Application publication date: 20201110 |