CN112030948A - Construction method for linearly arranging unbonded prestress pre-tightening of underground continuous wall - Google Patents
Construction method for linearly arranging unbonded prestress pre-tightening of underground continuous wall Download PDFInfo
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- CN112030948A CN112030948A CN202010684383.4A CN202010684383A CN112030948A CN 112030948 A CN112030948 A CN 112030948A CN 202010684383 A CN202010684383 A CN 202010684383A CN 112030948 A CN112030948 A CN 112030948A
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- continuous wall
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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Abstract
The invention discloses a construction method for linearly arranging unbonded prestress pre-tightening of an underground continuous wall, which comprises the following steps of: s1, assembling the portal frame and the bottom connecting piece to form a steel bar frame assembly; s2, laying a plurality of prestressed steel strands, connecting one end of each prestressed steel strand to the top of the portal frame, sequentially laying the other end of each prestressed steel strand on one side of the portal frame, bypassing the bottom connecting piece, laying the other side of the portal frame, and connecting the prestressed steel strands to the top of the portal frame, so that the plurality of prestressed steel strands are laid on two sides of the portal frame; and S3, hoisting the steel bar frame assembly into the pre-dug underground continuous wall hole groove, and performing concrete pouring after positioning to form the concrete member. According to the invention, the prestressed steel strands are symmetrically arranged along the wall thickness, the bottom part of the prestressed steel strands bypasses the bottom connecting piece, the steel bar frame assembly is not easy to deform after the prestressed steel strands are tensioned and fixed, and the winding mode of the prestressed steel strands is easy to fix.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method for linearly arranging unbonded prestress pre-tightening an underground continuous wall.
Background
In the deep foundation pit excavation, the underground continuous wall is good in integral stress performance and good in impermeability, the temporary supporting structure is usually used for deep foundation pit excavation under complex geological conditions, but because the foundation pit is deep, the width of each wall constructed at each section reaches 6 meters, the wall thickness is often more than 800mm, the weight of reinforcing steel bars of each wall reaches 30-90 tons, and great inconvenience is brought to hoisting and positioning of a reinforcing cage, in order to reduce the consumption of common reinforcing steel bars, a prestressing technology is generated, generally, the design strength of prestressed reinforcing steel bars is 3-3.6 times of that of common three-level thread reinforcing steel bars, namely, one ton of prestressed reinforcing steel bars can be used for replacing at least 3 tons of common reinforcing steel bars, if the consumption of the common reinforcing steel bars of the underground continuous wall with the width of 6 meters is 35 tons, calculated according to the substitution rate of 60%, 18 tons of common reinforcing steel bars are additionally added for 7 tons, the consumption of the total reinforcing steel bars is reduced to 25 tons, and the weight of the reinforcing, greatly facilitating the hoisting of the reinforcement cage in place. However, at present, the same prestressed steel bar of the underground continuous wall is often placed on each wall side independently, and the prestressed steel bar is not fixed well and is difficult to be widely applied.
Disclosure of Invention
The present invention is directed to solving, at least to some extent, one of the above-mentioned problems in the prior art. Therefore, the embodiment of the invention provides a construction method for linearly arranging unbonded prestressed pretension on an underground continuous wall, which can fix prestressed steel strands on a steel bar frame assembly, the steel bar frame assembly is stable, the hoisting is not easy to deform, and the construction of the continuous wall is facilitated.
The construction method for linearly arranging the unbonded prestress pre-tightening of the underground continuous wall according to the embodiment of the invention comprises the following steps:
s1, assembling the portal frame and the bottom connecting piece to form a steel bar frame assembly;
s2, laying a plurality of prestressed steel strands, connecting one end of each prestressed steel strand to the top of the portal frame, sequentially laying the other end of each prestressed steel strand on one side of the portal frame, bypassing the bottom connecting piece, laying the other side of the portal frame, and connecting the prestressed steel strands to the top of the portal frame, so that the plurality of prestressed steel strands are laid on two sides of the portal frame; pre-stressed tensioning is carried out on each pre-stressed steel strand, and the end parts at two ends of each pre-stressed steel strand are locked by an anchorage device;
and S3, hoisting the steel bar frame assembly into a pre-dug underground continuous wall hole groove, performing concrete pouring after positioning to form a concrete member, dismantling anchors at two ends of the prestressed steel strand before pouring a crown beam, binding crown beam steel bars at the top of the portal frame, installing a foam cavity mold at the end part of the prestressed steel strand, pouring crown beam concrete, performing prestressed tensioning on the prestressed steel strand, and performing anchor sealing on the prestressed steel strand.
In an alternative or preferred embodiment, the portal frame includes an upper beam and two steel columns respectively connected to the upper beam, and the bottom connector is a spiral stirrup.
In an optional or preferred embodiment, a plurality of protective layer pad frames are mounted on two side surfaces of the steel bar frame assembly, a plurality of horizontally distributed steel bars are mounted in the protective layer pad frames, and the end portions of the horizontally distributed steel bars are respectively fixed on the two steel columns.
In an alternative or preferred embodiment, a plurality of vertical rebars are disposed on both sides of the rebar shelf assembly.
In an alternative or preferred embodiment, truss steel bars are arranged in the steel bar frame assembly, and the truss steel bars are welded and fixed with the vertical steel bars.
In an alternative or preferred embodiment, in step S2, laying a protective layer mat frame and horizontal distribution steel bars on one side of the steel bar frame assembly, welding the horizontal distribution steel bars to the steel columns on both sides, welding the protective layer mat frame and the corresponding horizontal distribution steel bars, binding the vertical steel bars, laying the prestressed steel strands on one side of the portal frame, installing the truss steel bars, and laying the prestressed steel strands on the other side of the portal frame after bypassing the helical stirrups; and laying and welding the vertical steel bars on the other side of the steel bar frame component with the truss steel bars, and laying and welding the horizontal distributed steel bars on the side of the steel bar frame component with the protective layer cushion frame.
In an alternative or preferred embodiment, during the bending of the prestressed steel strands, the helical stirrups are provided with a plurality of supporting steel bars, the prestressed steel strands are bent at the helical stirrups into semicircular bends, and the semicircular bends are bound with the corresponding supporting steel bars.
In an alternative or preferred embodiment, the vertical rebars are staggered with respect to the prestressed steel strands on each side of the rebar grid assembly.
In an alternative or preferred embodiment, after step S3, the tensile end of the prestressed steel strand is sealed with micro-expansive concrete to form a protective layer, and the thickness of the protective layer is greater than 50 mm.
Based on the technical scheme, the embodiment of the invention at least has the following beneficial effects: above-mentioned technical scheme, through laying the prestressing force steel strand wires in steel bar frame subassembly both sides, the steel bar frame subassembly is difficult to warp at the hoist and mount in-process, carries out concrete placement after putting into underground continuous wall slot to form the concrete member. According to the invention, the prestressed steel strands are symmetrically arranged along the wall thickness, the bottom part of the prestressed steel strands bypasses the bottom connecting piece, the steel bar frame assembly is not easy to deform after the prestressed steel strands are tensioned and fixed, and the winding mode of the prestressed steel strands is easy to fix.
Drawings
FIG. 1 is a front view of an embodiment of the present invention, wherein the concrete elements are not shown;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is a front view of an embodiment of the present invention, wherein a concrete element is shown;
FIG. 5 is a cross-sectional view taken along line C-C of FIG. 4;
FIG. 6 is a schematic view of the installation of the rebar frame assembly and truss rebar in this embodiment;
FIG. 7 is a cross-sectional view taken along line D-D of FIG. 6;
FIG. 8 is a cross-sectional view taken along line E-E of FIG. 6;
fig. 9 is a partially enlarged view of the F-circle in fig. 8.
Detailed Description
Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.
In the description of the present invention, it should be understood that the orientation or positional relationship referred to in the description of the orientation, such as the upper, lower, front, rear, left, right, etc., is based on the orientation or positional relationship shown in the drawings, and is only for convenience of description and simplification of description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, the meaning of a plurality of means is one or more, the meaning of a plurality of means is two or more, and larger, smaller, larger, etc. are understood as excluding the number, and larger, smaller, inner, etc. are understood as including the number. If the first and second are described for the purpose of distinguishing technical features, they are not to be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated or implicitly indicating the precedence of the technical features indicated.
In the description of the present invention, unless otherwise explicitly limited, terms such as arrangement, installation, connection and the like should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above terms in the present invention in combination with the specific contents of the technical solutions.
Referring to fig. 1 to 9, a construction method for linearly arranging unbonded prestressed pretension of an underground continuous wall comprises the following steps:
and S1, assembling the portal frame 20 and the bottom connecting piece 23 into the reinforcement bar frame assembly.
Specifically, the portal frame 20 includes an upper beam 22 and two steel columns 21 respectively connected to the upper beam 22, the bottom connecting member 23 is a spiral stirrup, in this embodiment, the steel column 21 is preferably H-shaped steel, and the upper beam 22 is in the form of double-i-shaped steel, as shown in fig. 3. In addition, the bottom connector 23 is installed with a plurality of supporting bars 45, as shown in fig. 2, the supporting bars 45 are installed inside the spiral stirrup.
And S2, laying a plurality of prestressed steel strands 31.
Specifically, connect prestressing force stranded wire 31 one end in portal frame 20 top, the other end is laid in proper order in portal frame 20 one side, is walked around bottom connecting piece 23, is laid behind portal frame 20 other side, connects at portal frame 20 top to lay many prestressing force stranded wire 31 in portal frame 20 both sides, carry out the prestressing force to each prestressing force stranded wire 31 and draw, and lock prestressing force stranded wire 31 both ends tip with ground tackle 33. In this embodiment, the anchor 33 is a clip-type single-hole anchor.
In one embodiment of the present invention, preferably, a plurality of protective layer pad frames 44 are installed on both sides of the steel bar frame assembly, a plurality of horizontal distribution steel bars 42 are installed in the protective layer pad frames 44, and both ends of the horizontal distribution steel bars 42 are respectively fixed on two steel columns 21. A plurality of vertical steel bars 41 are arranged on two sides of the steel bar frame component. Wherein, on each side of the steel bar frame component, the vertical steel bars 41 and the prestressed steel strands 31 are arranged in a staggered manner. In order to improve the shear-resistant bearing capacity of the underground continuous wall, truss steel bars 43 are arranged in the steel bar frame assemblies, and the truss steel bars 43 and the vertical steel bars 41 are welded and fixed.
Correspondingly, the installation process of the vertical steel bars 41, the horizontal distribution steel bars 42, the truss steel bars 43 and the protective layer support frame 44 is that the protective layer support frame 44 and the horizontal distribution steel bars 42 on one side of the steel bar frame assembly are laid, the horizontal distribution steel bars 42 are welded with the steel columns 21 on two sides, the protective layer support frame 44 and the corresponding horizontal distribution steel bars 42 are welded, each vertical steel bar 10 is tied up, the prestressed steel strands 31 are laid on one side of the portal frame 20, the truss steel bars 43 are installed, the prestressed steel strands 31 are laid on the other side of the portal frame after bypassing the spiral stirrups, in the bending process of the prestressed steel strands 31, the prestressed steel strands 31 are bent into semicircular bends 32 at the spiral stirrups, and the semicircular bends 32 are bound with the corresponding supporting. The vertical rebars 41 on the other side of the rebar rack assembly are laid and welded to the truss rebars 43, and the horizontal distribution rebars 42 and the protective underlayment 44 on the side of the rebar rack assembly are laid and welded.
Wherein, the prestressed steel strand 31 is an unbonded steel strand, and the substitution calculation principle is that firstly, the consumption of the structural steel bar of the longitudinal common steel bar is calculated according to the reinforcement allocation rate of 0.2-0.25%, the structural common steel bar is prepared, the insufficient part is completely replaced by the unbonded steel strand, the substitution calculation is that the number N of each unbonded steel strand is equal to ((the total area of the original longitudinal steel bar-the area of the prepared structural steel bar): the design strength of the common steel bar)/(the area of each unbonded steel strand (the effective prestress of the unbonded steel strand + the stress increment of the unbonded steel strand)), because the unbonded steel strand is longer, the stretching elongation value is large, the deformation of the foundation pit is smaller, the stress increment of the unbonded steel strand is generally smaller, the stress increment of the unbonded steel strand is suggested to be zero, certain safety reserve is left, after the unbonded steel strand and the common steel bar are prepared, because the compression area is provided with prestressed steel strands, the bending resistance of the underground continuous wall is slightly reduced, and the bending resistance bearing capacity of the underground continuous wall is recommended to be recalculated, so that the bending resistance bearing capacity of the underground continuous wall after substitution is not lower than that before substitution. After the unbonded steel strand is configured, the shear-resistant bearing capacity of the underground continuous wall is improved to a certain extent, if the shear-resistant bearing capacity of plain concrete of the underground continuous wall is slightly different from the design shear force, the improvement effect of the prestress on the shear resistance can be considered, if the shear-resistant bearing capacity (provided by the shear-resistant bearing capacity of the plain concrete of the underground continuous wall and the prestress) is greater than the maximum design shear force of an envelope diagram, the truss steel bars for the shear resistance of the underground continuous wall can be cancelled, and the construction is convenient.
S3, with reference to fig. 4 to 8, the steel bar frame assembly is hoisted into the pre-dug underground continuous wall hole 11, as shown in fig. 6 and 7, the steel bar frame assembly is provided with a plurality of hoisting rings 52, specifically, hoisting the carrying pole steel beam 51 through the steel bar cage to connect with the steel bar frame assembly, and then the hoisting rings 52 are installed on the steel bar cage hoisting carrying pole steel beam 51.
And hoisting the steel bar frame assembly into a pre-dug underground continuous wall hole groove 11 for positioning, and pouring concrete to form a concrete member after positioning. Before the crown beam 12 is poured, the anchorage devices 33 at two ends of the prestressed steel strand 31 are removed, specifically, the hoisting jack and the anchor withdrawing device are used for tensioning the unbonded prestressed steel strand 31 to withdraw from the anchorage devices 33, the crown beam steel bars are bound at the top of the portal frame, the end part of the prestressed steel strand 31 is provided with a foam hole die, wherein the end part of the prestressed steel strand 31 is provided with an anchor backing plate 34, and the anchor backing plate 34 is provided with the foam hole die. And then pouring the concrete of the crown beam 12, and after the strength of the concrete of the crown beam 11 reaches the tensile strength required by the design, performing prestress tensioning on the prestress steel strand 31, and sealing and anchoring the prestress steel strand 31.
After step S3, that is, after the prestressed steel strand 31 is tensioned, if the prestressed steel strand 31 does not need to be pulled out and recovered, the prestressed steel strand is cut and sealed, and can be cut by a grinder, the part of the prestressed steel strand exposed outside the clamping piece of the anchorage device 33 is not less than 30mm, and is cleaned after being cut off, and the tensioning end of the prestressed steel strand can be sealed by micro-expansion concrete to form a protective layer, wherein the thickness of the protective layer is greater than 50 mm. It should be noted that the prestressed steel strands are not cut as far as possible before the foundation pit excavation main body is completed, and in case that the foundation pit is stressed and deformed greatly, the prestressed steel strands can be tensioned for the second time to increase the tensioning force so as to ensure the safety of the foundation pit, but rust prevention measures are taken for the anchorage device and the clamping piece in the period.
The embodiments of the present invention have been described in detail with reference to the accompanying drawings, but the present invention is not limited to the above embodiments, and various changes can be made within the knowledge of those skilled in the art without departing from the gist of the present invention.
Claims (9)
1. The unbonded prestress pre-tightening construction method for the linear arrangement of the underground continuous wall is characterized by comprising the following steps of:
s1, assembling the portal frame and the bottom connecting piece to form a steel bar frame assembly;
s2, laying a plurality of prestressed steel strands, connecting one end of each prestressed steel strand to the top of the portal frame, sequentially laying the other end of each prestressed steel strand on one side of the portal frame, bypassing the bottom connecting piece, laying the other side of the portal frame, and then connecting the other end of each prestressed steel strand to the top of the portal frame, so that the plurality of prestressed steel strands are laid on two sides of the portal frame, each prestressed steel strand is prestressed and tensioned, and the end parts of two ends of each prestressed steel strand are locked by an anchorage device;
and S3, hoisting the steel bar frame assembly into a pre-dug underground continuous wall hole groove, performing concrete pouring after positioning to form a concrete member, dismantling anchors at two ends of the prestressed steel strand before pouring a crown beam, binding crown beam steel bars at the top of the portal frame, installing a foam cavity mold at the end part of the prestressed steel strand, pouring crown beam concrete, performing prestressed tensioning on the prestressed steel strand, and performing anchor sealing on the prestressed steel strand.
2. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 1, wherein: the portal frame comprises an upper cross beam and two steel columns respectively connected to the upper cross beam, and the bottom connecting piece is a spiral stirrup.
3. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 2, characterized in that: a plurality of protective layer cushion frames are installed on two sides of the steel bar frame assembly, a plurality of horizontally distributed steel bars are installed in the protective layer cushion frames, and the end portions of the horizontally distributed steel bars are fixed on the two steel columns respectively.
4. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 3, wherein: and a plurality of vertical steel bars are uniformly distributed on two sides of the steel bar frame assembly.
5. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 4, wherein: truss reinforcing steel bars are arranged in the reinforcing steel bar frame assembly and are welded and fixed with the vertical reinforcing steel bars.
6. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 5, wherein: in step S2, laying a protective layer mat frame and horizontal distribution steel bars on one side of the steel bar frame assembly, welding the horizontal distribution steel bars with the steel columns on two sides, welding the protective layer mat frame with the corresponding horizontal distribution steel bars, bundling the vertical steel bars, laying the prestressed steel strands on one side of the portal frame, installing the truss steel bars, and laying the prestressed steel strands on the other side of the portal frame after bypassing the spiral stirrups;
and laying and welding the vertical steel bars on the other side of the steel bar frame component with the truss steel bars, and laying and welding the horizontally distributed steel bars on the side of the steel bar frame component with the protective layer cushion frame.
7. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 6, wherein: in the bending process of the prestressed steel strand, the spiral stirrup is provided with a plurality of supporting steel bars, the prestressed steel strand is bent into a semicircular bend at the spiral stirrup, and the semicircular bend is bound with the corresponding supporting steel bars.
8. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in claim 6, wherein: on each side of the steel bar frame assembly, the vertical steel bars and the prestressed steel strands are arranged in a staggered mode.
9. The underground continuous wall straight line arrangement unbonded prestress pre-tightening construction method as claimed in any one of claims 1 to 8, wherein: and after the step S3, sealing the tensioning end of the prestressed steel strand by using micro-expansion concrete to form a protective layer, wherein the thickness of the protective layer is more than 50 mm.
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Cited By (1)
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| CN113529790A (en) * | 2021-07-26 | 2021-10-22 | 中铁四局集团第五工程有限公司 | Underground driveway prestressed side wall and tensioning construction method thereof |
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| CN113529790B (en) * | 2021-07-26 | 2022-08-26 | 中铁四局集团第五工程有限公司 | Underground driveway prestressed side wall and tensioning construction method thereof |
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| CN112030948B (en) | 2022-02-01 |
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