CN115652804A - Method for installing inclined tower column reinforcing steel bar part of spatial four-tower limb bridge tower - Google Patents
Method for installing inclined tower column reinforcing steel bar part of spatial four-tower limb bridge tower Download PDFInfo
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Abstract
The invention relates to the technical field of bridge building construction, in particular to a method for installing inclined tower column reinforcing steel bar parts of a spatial four-tower limb bridge tower. The method comprises the following steps: s1, pre-biasing the nth section of steel bar part; s2, initially positioning the nth section of steel bar part based on the guide sleeve; s3, applying tension to the hoisted nth section of steel bar part, and adjusting the posture of the nth section of steel bar part by matching with the measurement of the inclination angle of the nth section of steel bar part; s4, after all the main reinforcements are connected, pouring concrete, and after pouring is finished, obtaining an error adjustment scheme of the (n + 1) th section of the steel bar part; the steel wire rope is respectively connected with the nth section of steel bar part and the (n-1) th section of steel bar part, and the steel wire rope is tightened so as to apply tension to the (n-1) th section of steel bar part. The invention is matched and adjusted by monitoring means, is beneficial to realizing the quick positioning of the steel bar part, the accuracy of the space posture of the part is guaranteed, and meanwhile, the manual adjustment time is greatly saved.
Description
Technical Field
The invention relates to the technical field of bridge building construction, in particular to a method for installing inclined tower column reinforcing steel bar parts of a spatial four-tower limb bridge tower.
Background
The concrete cable tower is a common main structure in a large-span bridge, and with the rapid advance of the construction technology in China, the cable tower construction gradually adopts the advanced assembly type construction technology, particularly, the on-site reinforcement binding and welding work is transferred to a processing plant in the bridge tower reinforcement part industrialized construction, and an automatic robot is adopted to replace the manpower, so that the on-site intensive operation degree is greatly reduced, the construction quality and the work efficiency are improved, and the construction risk is favorably reduced. However, most of the existing steel bar part commercialized constructions are applied to straight towers, the existing bridge tower structures are more and more complex, and the existing diamond type bridge tower structures with four spatial tower limbs are provided, each group of bridge tower of the bridge tower structure comprises four groups of tower limbs, each group of tower limbs is a vertical inclined tower column with eight end surfaces on the side part, as shown in fig. 1-2, a steel bar framework of the inclined tower column is formed by sequentially connecting a plurality of steel bar parts, each steel bar part is a decahedron structure, the side part comprises eight end surfaces, the bridge comprises an A surface along the transverse bridge to the outside, an E surface along the transverse bridge to the inside, a C surface along the bridge to the outside, a G surface along the bridge to the inside, a B surface between the A surface and the C surface, a D surface between the C surface and the E surface, an F surface between the E surface and the G surface, an H surface between the A surface and the G surface, wherein the A surface, the B surface, the C surface, the D surface, the E surface, the F surface, the G surface and the H surface are all end surfaces which are inclined along the vertical direction, and the inclined direction and the inclined angle are different. This structure is relatively complex and the construction is relatively complex, great difficulty is brought to the construction of the reinforcement cage.
In the construction process of the tower column reinforcing steel bar part, the reinforcing steel bar part is assembled and then hoisted to the top of a cable tower limb, and after the linear requirements of the reinforcing steel bar part are met through posture adjustment and installation positioning, the tower column reinforcing steel bar part is connected with a bottom section main rib so as to meet the control requirements of a reinforcing steel bar protective layer after concrete pouring and forming. However, for the inclined tower column structure of the spatial four-tower-limb bridge tower, the steel bar part of the tower column structure has various inclined postures, a large number of connecting surfaces of the steel bar part, a large workload of positioning and adjusting the steel bar, and the precision is difficult to ensure.
Disclosure of Invention
The present invention is intended to solve the above-mentioned drawbacks of the background art, provides a method for installing inclined tower column reinforcing steel bar parts of a spatial four-tower limb bridge tower.
The technical scheme of the invention is as follows: a method for mounting inclined tower column reinforcing steel bar parts of a spatial four-tower limb bridge tower, the method comprises the following steps:
s1, assembling the nth section of steel bar part on a jig, pre-biasing the nth section of steel bar part in the assembling process;
s2, after the nth section of steel bar part is molded, the nth section of steel bar part is hoisted to the position above the nth-1 section of steel bar part installed on the tower column by the tower crane, arranging a guide sleeve on the (n-1) th section of the steel bar part, and initially positioning the nth section of the steel bar part based on the guide sleeve;
s3, applying tension to the hoisted nth section of steel bar part, adjusting the posture of the nth section of steel bar part by matching with the measurement of the inclination angle of the nth section of steel bar part, and starting to connect the nth section of steel bar part with the main bar of the (n-1) th section of steel bar part after the set requirement is met;
s4, after all main reinforcements are connected, pouring concrete, and after pouring is finished, measuring the n-th section of reinforcement part to obtain an error adjustment scheme of the n + 1-th section of reinforcement part;
in the step S3, the nth section of steel bar is treated the method for applying the tensile force to the part comprises the following steps: connecting the upper end of the steel wire rope to the top opening position of a group of end surfaces on the inner side of the nth section of steel bar part, the lower end of the steel wire rope is connected to the main reinforcement at the top of the n-1 section of the steel bar part, the steel wire rope is arranged along the reverse direction of the inclination direction of the nth section of steel bar part, and the steel wire rope is tightened so as to apply tension to the nth section of steel bar part.
Strengthen at wire rope and nth section reinforcing bar portion article hookup location, utilize strength nature skeleton to strengthen the top opening position, avoid in the adjustment process because the pulling of wire rope leads to local deformation.
According to the installation method of the inclined tower column reinforcing steel bar parts of the spatial four-tower-limb bridge tower, in the step S1, the method for pre-biasing the nth section reinforcing steel bar part in the assembling process comprises the following steps: calculating the tower limb linear shape after the bridge formation by utilizing a finite element model to obtain the linear pre-deviation delta n of the tower column of the nth section 1 Calculating the concrete pouring deformation influence quantity delta n of the nth section of tower column according to the deformation quantity generated by the lateral pressure of the concrete flow state acting on the peripheral template 2 And calculating to obtain the self-weight deformation delta n of the nth section of reinforcing steel bar part under the action of the self-weight of the nth section of reinforcing steel bar part after being molded 3 According to the n-th section of the reinforcing bar part, the pre-deviation amount is delta n 1 、Δn 2 、Δn 3 The sum of (a) and (b) is used for pre-biasing the nth section of reinforcement part.
According to the application, the method for installing the inclined tower column reinforced bar part of the spatial four-tower-limb bridge tower comprises the following steps of in step S2, arranging a guide sleeve on the n-1-th section reinforced bar part, wherein the method comprises the following steps: the main reinforcement of the n-1 section of steel bar part is provided with a guide sleeve, each end face top opening of the side part of the n-1 section of steel bar part is provided with two guide sleeves, and the guide sleeves are arranged in a mode of being close to the angular point position between two adjacent end faces.
According to the installation method of the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower, in the step S3, the method for adjusting the posture of the nth section of reinforcing steel bar part in cooperation with the measurement of the inclination angle of the nth section of reinforcing steel bar part comprises the following steps: and mounting high-precision double-shaft inclinometers at the positions of the quartering points of the second stirrups at the top openings of the transverse bridge A surface, the transverse bridge E surface, the longitudinal bridge C surface and the longitudinal bridge G surface of the nth section of reinforcing steel bar part, and measuring the rotation inclination angle of the nth section of reinforcing steel bar part through eight high-precision double-shaft inclinometers.
According to the installation method of the inclined tower column reinforcing steel bar part of the spatial four-tower limb bridge tower, a gravity hammer or a laser emitter is arranged at the top opening of the nth section of reinforcing steel bar part, and a corresponding target is arranged at the top opening of the (n-1) th section of reinforcing steel bar part; and in the process of adjusting the air posture of the nth section of steel bar part, applying tension to the nth section of steel bar part to enable the gravity hammer or the laser emitter to be right opposite to the center of the target.
According to the application, in the step S3, the method for connecting the nth section of reinforcing steel bar component with the main reinforcement of the (n-1) th section of reinforcing steel bar component comprises the following steps: <xnotran> n , n n-1 E , F G , , n , , , , . </xnotran>
According to the installation method of the inclined tower column reinforcing steel bar parts of the spatial four-tower limb bridge tower, when the connection quantity of the main bars of the two sections of reinforcing steel bar parts reaches a first set value, the total station is used for monitoring the angular point of the n section of reinforcing steel bar part, and if the offset of the monitored angular point is larger than the set offset, the angular point is judged to have deviation and needs to be adjusted.
According to the installation method of the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower, in the step S4, the method for measuring the n-th section of the poured reinforcing steel bar part to obtain the error adjustment scheme of the n + 1-th section of the reinforcing steel bar part comprises the following steps: measuring the nth section of steel bar component to obtain the deviation delta N between the tower limb section as-built linear shape and the theoretical linear shape after the nth section of steel bar component is poured 1 And deviation delta N of actually measured deformation and theoretical deformation before and after pouring of tower limb section of the nth section of steel bar part 2 After the restraint of the jig frame is removed from the nth section of reinforcing steel bar component, deviation delta N between actual deformation and theoretical deformation occurs under the action of self weight 3 ；
Calculating the tower limb linear shape after the bridge formation by utilizing a finite element model to obtain the tower column linear pre-deviation delta n +1 of the (n + 1) th section 1 Calculating the concrete pouring deformation influence quantity delta n +1 of the (n + 1) th section of tower column according to the deformation quantity generated by the lateral pressure of the concrete flow state acting on the peripheral template 2 According to the n +1 th segment steelThe deformation generated under the action of the dead weight after the rib part is molded is calculated to obtain the dead weight deformation delta n +1 of the n + 1-th section of the steel bar part 3 ；
Obtaining a pre-offset of Δ N 1 、ΔN 2 、ΔN 3 、Δn+1 1 、Δn+1 2 、Δn+1 3 The n +1 th section of the steel bar part pre-bias scheme of the sum value.
According to the method for installing the inclined tower column reinforcing steel bar parts of the spatial four-tower limb bridge tower, in the step S4, the method for measuring the n-th section of poured reinforcing steel bar parts to obtain the error adjustment scheme of the n + 1-th section of reinforcing steel bar parts comprises the following steps of: when the top opening of the nth section of reinforcing steel bar part is uneven, an error adjusting scheme of adjusting by utilizing the gap of the connector between the nth section of reinforcing steel bar part and the (n + 1) th section of reinforcing steel bar part, adjusting by utilizing the gap of the connector between a plurality of sections of reinforcing steel bar parts above and adjusting by utilizing the bottom opening of the (n + 1) th section of reinforcing steel bar part is worked out according to the height difference of the top opening of the nth section of reinforcing steel bar part.
The gap of the connector between the nth section of reinforcing steel bar part and the (n + 1) th section of reinforcing steel bar part refers to a gap meeting the design requirement, and meets the requirement of reinforcing steel bar connection specifications.
According to the installation method of the inclined tower column reinforcing steel bar part of the spatial four-tower limb bridge tower, when the height difference of the top opening of the nth section of reinforcing steel bar part is smaller than the first height difference, the connector gap between the nth section of reinforcing steel bar part and the (n + 1) th section of reinforcing steel bar part is adjusted, so that the height difference of the (n + 1) th section of reinforcing steel bar part meets the design requirement;
when the height difference of the top opening of the nth section of the steel bar part is greater than or equal to the first height difference and smaller than the second height difference, adjusting the gap between the connector between the nth section of the steel bar part and the (n + 1) th section of the steel bar part, the connector between the (n + 1) th section of the steel bar part and the (n + 2) th section of the steel bar part and the connector between the (n + 2) th section of the steel bar part and the (n + 3) th section of the steel bar part to enable the height difference of the (n + 3) th section of the steel bar part to meet the design requirement;
when the height difference of the top opening of the nth section of the reinforcing steel bar part is greater than or equal to the second height difference, the bottom opening of the (n + 1) th section of the reinforcing steel bar part is adjusted, so that the height difference of the (n + 1) th section of the reinforcing steel bar part meets the design requirement.
The invention has the advantages that: 1. in the construction process of the inclined tower column of the spatial four-tower limb cable tower, pre-deflection is carried out when a reinforcing steel bar part is assembled, so that the adjusting procedure after the reinforcing steel bar part is hoisted to the tower column is reduced, the installation of the reinforcing steel bar part is more accurate and simpler, in addition, the positioning mode of the reinforcing steel bar part is very simple, after the reinforcing steel bar part is hoisted to the tower column, the inclination angle of the reinforcing steel bar part can be adjusted by applying tension to the reinforcing steel bar part through a steel wire rope, the reinforcing steel bar part can be quickly and accurately positioned by matching with the inclination angle measurement, the adjustment of the rotation angle and the inclination angle of the whole reinforcing steel bar part is very simple, the adjustment efficiency is very high, and the positioning and adjusting precision is also very high;
2. according to the invention, a plurality of layers including tower column linear pre-deflection amount, concrete pouring deformation influence amount and dead weight deformation amount are considered for pre-deflection of the reinforcing steel bar part, so that accurate positioning can be ensured after the reinforcing steel bar part is formed and hoisted on the tower column, and the reinforcing steel bar part after being positioned accurately meets the requirements required by design;
3. according to the invention, after the reinforcing steel bar part is hoisted to the tower column, a preliminary positioning is required, the preliminary positioning can be performed in a large direction, the preliminary positioning is performed by guiding and positioning through the guide sleeve on the main rib of the installed reinforcing steel bar part, the positioning mode is simple, the operation is simple, and great convenience is provided for subsequent accurate positioning;
4. in the accurate positioning process of the steel bar part, the rotating inclination angle of the steel bar part is measured by arranging eight high-precision double-shaft inclinometers which are respectively arranged on four surfaces in the forward bridge direction and the transverse bridge direction, so that the arrangement is convenient, the measurement precision is high, the rotating inclination angle of the current steel bar part can be accurately obtained, and great convenience is provided for inclination angle adjustment;
5. in the process of positioning and adjusting the steel bar part, by providing a gravity hammer or laser emitter and a corresponding target, the structure can help field implementing personnel to quickly find the adjusting direction, and is convenient for constructors to quickly and accurately position the steel bar part;
6. in the main reinforcement butt joint process of the reinforcement part, the process of gradually butt joint and gradually measuring is adopted, the main reinforcements on the inner sides of the reinforcement part are firstly connected, when a certain number of the main reinforcements is reached, the reinforcement part is measured, and the butt joint is carried out while adjusting until all the main reinforcements are in butt joint, so that the butt joint process has both efficiency and accuracy;
7. in the accurate butt joint process, the total station monitors the positions of the corner points of the steel bar parts, can judge whether the steel bar parts have deviation or not and need to be adjusted, has a simple monitoring mode and high accuracy, and can greatly improve the construction efficiency and accuracy degree by matching with a butt joint process;
8. after the installation of one section of the steel bar part is finished, the next section of the steel bar part can be adjusted based on the installation form of the section of the steel bar part, so that the whole inclined tower column meets the design requirement, and the adjustment is performed based on the deviation of the previous section of the steel bar part;
9. the top opening height difference of the reinforcing steel bar part can be adjusted in various modes, and different height difference adjusting modes are adopted according to different situations, so that the top opening height difference can be ensured to completely meet the design requirement;
10. according to the invention, different adjustment modes are selected according to the top opening height difference of the previous section of the steel bar part, so that the connection problem caused by the top opening height difference can be effectively eliminated, the adjustment mode is extremely simple, and the adjustment efficiency is extremely high.
The method for installing the steel bar part is simple and efficient, can accurately and quickly finish the construction of the spatial four-tower limb cable tower inclined tower column, is beneficial to realizing the quick positioning of the steel bar part through the monitoring means and the matching adjustment, ensures the accuracy of the spatial posture of the part, and simultaneously greatly saves the manual adjustment time.
Drawings
FIG. 1: the invention is a structural schematic diagram of a spatial four-tower limb cable tower;
FIG. 2: the cross section schematic diagram of the steel bar part of the inclined tower column is shown in the invention;
FIG. 3: the invention is a schematic diagram of a guide sleeve arrangement structure;
FIG. 4: the guide sleeve is connected and aligned schematically;
drawing (A) 5: n th aspect of the invention segmental reinforced bar component an air attitude adjustment schematic (front view);
FIG. 6: the invention relates to a posture adjustment schematic diagram (top view) of a steel bar component;
FIG. 7 is a schematic view of: the invention discloses a schematic layout structure of a high-precision biaxial inclinometer;
FIG. 8: the invention discloses a schematic layout structure of a heavy hammer or a laser emitter and a target;
FIG. 9: the invention relates to a corner point measurement schematic diagram;
FIG. 10: the invention is a schematic diagram of a gap adjusting structure of a connector;
wherein: 1-tilting the tower column; 2, a guide sleeve; 3-steel wire rope; 4-hand pulling a gourd; 5-a target; 6-connector.
Detailed Description
Reference will now be made in detail to the embodiments of the present invention, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below with reference to the accompanying drawings are illustrative and intended to explain the present invention and should not be construed as limiting the present invention.
In the description of the present invention, it is to be understood that the terms "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on those 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, are not to be construed as limiting the present invention.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
The invention is described in further detail below with reference to the figures and the specific embodiments.
The application relates to a method for installing inclined tower column reinforcing steel bar parts of a four-tower-limb bridge tower in a space, which is mainly applied to installation of reinforcing steel bar parts of an inclined tower column of a large-scale four-tower-limb cable tower in the space, as shown in figure 1, the cable tower comprises four inclined tower columns 1, each inclined tower column 1 comprises a plurality of reinforcing steel bar parts, the reinforcing steel bar parts are sequentially overlapped, main bars of the reinforcing steel bar parts of the previous section and main bars of the reinforcing steel bar parts of the next section are connected with each other through a connector 6, after positioning butt joint is completed, concrete pouring is performed again, the concrete pouring is performed section by section until all sections are poured, and an inclined reinforced concrete tower column structure is formed.
The side portion of the reinforcement part of the present application is eight end faces, as shown in fig. 2, including a face a along the lateral bridge to the outside, a face E along the lateral bridge to the inside, a face C along the lateral bridge to the outside, a face G along the lateral bridge to the inside, and a face B between the a face and the C face, a face D between the C face and the E face, a face F between the E face and the G face, and a face H between the a face and the G face, wherein the a face, the B face, the C face, the D face, the E face, the F face, the G face, and the H face are all end faces inclined in the vertical direction, and only the direction and angle of inclination are different. The end surfaces at the inner side of the cable tower are an E surface, an F surface and a G surface.
The specific installation method of the application is carried out according to the following steps:
s1, assembling and splicing an nth section of steel bar part on a jig, and pre-deflecting the nth section of steel bar part in the assembling and splicing process;
the nth section of steel bar component is assembled on the assembling jig frame, and is supported by the jig frame in the assembling process, so that the nth section of steel bar component can deform after the jig frame is removed and the dead weight and other characteristics of the nth section of steel bar component are considered, so that the deformation needs to be considered when the steel bar component is assembled on the jig frame, and the nth section of steel bar component can be pre-deflected in advance to compensate subsequent deformation in advance when the nth section of steel bar component is assembled on the jig frame;
s2, after the nth section of steel bar part is molded, hoisting the nth section of steel bar part to the position above the nth-1 section of steel bar part installed on the tower column by using the tower crane, arranging a guide sleeve 2 on the nth-1 section of steel bar part, and initially positioning the nth section of steel bar part based on the guide sleeve 2;
when the nth section of steel bar component is hoisted above the tower column, the nth-1 section of steel bar component is installed, concrete corresponding to the nth-1 section of steel bar component is cast, in order to preliminarily position the nth section of steel bar component and the nth-1 section of steel bar component, a guide sleeve 2 is installed on the nth-1 section of steel bar component, and the nth section of steel bar component is preliminarily positioned by using the guide sleeve 2;
the structure of the guide sleeve 2 is as shown in fig. 4, the lower end of the guide sleeve 2 is sleeved on the main bar of the n-1 section of steel bar part, the upper end of the guide sleeve 2 is of a tapered structure with a large upper part and a small lower part, so that the lower end of the main bar of the n section of steel bar part can conveniently extend into the tapered structure at the upper end of the guide sleeve 2, and the preliminary positioning of the n section of steel bar part and the n-1 section of steel bar part is realized;
s3, applying tension to the hoisted nth section of steel bar part, adjusting the posture of the nth section of steel bar part by matching with the measurement of the inclination angle of the nth section of steel bar part, and starting to connect the nth section of steel bar part with the main bar of the (n-1) th section of steel bar part after the set requirement is met;
after the nth section of steel bar part is initially positioned, the connection of the tower crane to the nth section of steel bar part is not released, the nth section of steel bar part and the nth-1 section of steel bar part are accurately positioned, the position of the nth section of steel bar part can be adjusted by applying tension to the hoisted nth section of steel bar part, so that the nth section of steel bar part and the nth-1 section of steel bar part are accurately aligned, and the position of the nth section of steel bar part needs to be accurately monitored by matching with monitoring equipment in the process;
s4, after all the main reinforcements are connected, pouring concrete, and after pouring is finished, measuring the nth section of steel bar part subjected to pouring to obtain an error adjustment scheme of the (n + 1) th section of steel bar part;
after concrete pouring of the nth section of reinforcing steel bar part is finished, monitoring the inclined tower column section formed by the nth section of reinforcing steel bar part through monitoring equipment, checking whether the inclined tower column section meets the design requirement, and if the inclined tower column section meets the design requirement, adjusting the next section is not needed; if the design requirements are not met, the subsequent segments need to be adjusted according to the occurrence of the deviation.
The method for applying the tensile force to the nth section of the steel bar part in the step S3 is specifically carried out according to the following steps:
s31, arranging a steel wire rope 3 between an nth section of steel bar component and an nth-1 section of steel bar component, arranging the steel wire rope 3 along the opposite direction of the inclination direction of the nth section of steel bar component, and connecting the upper end of the steel wire rope 3 to the top opening position of a group of end surfaces on the inner side of the nth section of steel bar component, for example, as shown in FIGS. 5 and 6, the nth section of steel bar component is inclined towards one side of an F surface, the upper end of the steel wire rope 3 is fixed at the top opening position on the inner side of the F surface, and the lower end of the steel wire rope 3 is connected to a main rib at the top opening of the nth-1 section of steel bar component, which is actually the top opening position on the inner side of the B surface;
the surface F is the end surface of the positive inner side of the nth section of steel bar part, the surface B is the end surface of the positive outer side of the (n-1) th section of steel bar part, and the surface F is opposite to the surface B;
the joint of the steel wire rope and the top opening of the F surface is reinforced by a strong framework, so that the problem of local deformation of the part due to stress in the adjusting process is avoided;
and S32, installing a chain block 4 on the steel wire rope 3, and tightening the steel wire rope 3 by using the chain block 4 to generate a pulling force on the nth section of steel bar part, so that the inclined posture of the nth section of steel bar part is adjusted to reach a set position.
In the process, special attitude monitoring equipment is required to be matched to detect the aerial attitude of the nth section of the steel bar part, and a constructor adjusts the nth section of the steel bar part according to monitored data until the attitude of the nth section of the steel bar part meets the set requirement.
In some embodiments of the present application, in the present embodiment, the method for pre-deflecting the nth section of steel bar component in the assembling process in step S1 is optimized, the pre-deflecting of the nth section of steel bar component mainly involves pre-deflecting of three aspects, namely, tower linear pre-deflecting, concrete pouring deformation influence and self-weight deformation, the tower linear pre-deflecting is obtained according to the tower limb linear shape after bridging, and in practical application, the finite element model may be used to calculate the tower limb linear shape after bridging to obtain the tower linear pre-deflecting amount Δ n of the nth section of tower column 1 The concrete pouring deformation influence is the lateral pressure generated during concrete pouring, and the concrete pouring deformation influence quantity delta n of the nth section tower column can be calculated according to the deformation quantity generated by the lateral pressure acting on the peripheral template by the concrete flow state 2 The dead weight deformation refers to deformation caused by the self weight of the steel bar part after the jig frame is removed, and the dead weight deformation delta n of the nth section of steel bar part can be obtained by calculation according to the deformation generated under the dead weight action after the nth section of steel bar part is formed 3 . Finally, comprehensively considering the deformation, and according to the fact that the pre-deviation of the nth section of steel bar part is delta n 1 、Δn 2 、Δn 3 The sum of (a) and (b) is used for pre-biasing the nth section of steel bar part.
In a further embodiment of the present application, in the above step S2, the method for arranging the guide sleeve on the n-1 th section of the reinforced bar component is optimized in this embodiment, as shown in fig. 3, the guide sleeve is arranged on the main bar of the n-1 th section of the reinforced bar component, two guide sleeves are arranged on each end face of the side portion of the n-1 th section of the reinforced bar component, and the guide sleeves are arranged in a manner of being close to the corner point position between two adjacent end faces. That is, in this embodiment, 16 guide sleeves are arranged on eight end faces of the n-1 th section of the reinforcement part, each end face is two (in practical application, two end faces are not limited, and may be multiple, and adjustment is performed according to practical requirements), and the guide sleeves are close to the corner points. The main muscle that guide sleeve can be to nth section reinforcing bar portion article leads, can tentatively fix a position.
In other embodiments of the present application, in the present embodiment, the method for adjusting the posture of the nth section of the reinforcing bar component in coordination with the measurement of the inclination angle of the nth section of the reinforcing bar component in step S3 is optimized, as shown in fig. 7, a high-precision biaxial inclinometer is installed at the position of the second hoop quartet of the top opening of the nth section of the reinforcing bar component in the transverse direction on the a plane and the E plane and in the transverse direction on the C plane and the G plane, as shown in fig. 7, and the rotation inclination angle of the nth section of the reinforcing bar component is measured by eight high-precision biaxial inclinometers, as shown in Q1, Q2, Q3, Q4, Q5, Q6, Q7 and Q8 in fig. 7.
A face, C face, E face and G face of nth section reinforcing bar spare are the terminal surface of horizontal bridge direction and following the bridge direction respectively, and it is more convenient to install high accuracy biax inclinometer on these terminal surfaces, and it is relatively easy to observe the measurement, is difficult to sheltered from.
In a preferred embodiment of the present application, the method for adjusting the posture of the nth section of the reinforcing bar component in cooperation with the measurement of the inclination angle of the nth section of the reinforcing bar component in step S3 is further optimized, as shown in fig. 8, in addition to the measurement of the control posture of the nth section of the reinforcing bar component by using the high-precision biaxial inclinometer, a gravity hammer or a laser emitter is disposed at the top opening of the nth section of the reinforcing bar component, a corresponding target 5 is disposed at the top opening of the nth-1 section of the reinforcing bar component, the target 5 is an overhanging structure with one end fixed to the nth-1 section of the reinforcing bar component and the other end extending outwards, the upper end surface of the target 5 has a target center, the gravity hammer is a plumb structure mounted on the nth section of the reinforcing bar component and is located above the target 5 under the action of gravity, and during the adjustment of the nth section of the reinforcing bar component, the gravity hammer can guide the posture adjustment of the nth section of the reinforcing bar component with respect to the offset direction and the offset position of the target center, that is achieved by adjusting the nth section of the reinforcing bar component in the opposite direction, i.e. aligning the gravity hammer with the target center.
In the same way, the laser emitter is installed on the nth section of steel bar component corresponding to the target 5, the laser generator can emit vertical downward laser, the deviation direction and the deviation position of the light spot of the laser on the target 5 and the center of the target are used for guiding the posture adjustment of the nth section of steel bar component, and when the light spot is superposed with the center of the target, the posture adjustment of the nth section of steel bar component is proved to be accurate.
In some embodiments of the present application, in the present embodiment, the method for connecting the main bars of the nth section of reinforcing bar component and the nth-1 section of reinforcing bar component in step S3 is optimized, after the posture adjustment of the nth section of reinforcing bar component is completed, the main bars of the E surface, the F surface, and the G surface of the inner side of the nth section of reinforcing bar component and the nth-1 section of reinforcing bar component are first connected, where the E surface, the F surface, and the G surface are inner side end surfaces of the nth section of reinforcing bar component, the main bars of the inner side end surfaces are first connected, and then the main bars of the outer side end surfaces are connected, so that the construction efficiency is higher, and the construction difficulty is reduced. When the number of the main reinforcements of the two sections of steel bar parts reaches a first set value, the first set value of the embodiment is 25% (not limited to the value, and can be set according to actual conditions), and at the moment, the nth section of steel bar part can be basically supported through the (n-1) th section of steel bar part, so that the hoisting of the nth section of steel bar part can be removed, and the lifting hook is removed.
The measurement of the nth section of the reinforcement part is mainly performed by measuring eight corner points of the nth section of the reinforcement part through a total station (such as P1, P2, P3, P4, P5, P6, P7, and P8 shown in fig. 9), measuring whether the eight corner points have deviation, and if the deviation of a corner point is greater than a set offset (the set offset in this embodiment is 5 mm), adjusting the corner point until the corner point is below the set offset. And continuously connecting other main reinforcements on the nth section of steel bar part until 75% of all main reinforcements of the nth section of steel bar part are reached, and at the moment, the nth section of steel bar part is completely fixed with the (n-1) th section of steel bar part basically, so that the pulling of the steel wire rope on the nth section of steel bar part can be removed, the rest main reinforcements are continuously connected, and the connection of all main reinforcements on the nth section of steel bar part is completed.
In other embodiments of the present application, in the present embodiment, the method for measuring the n-th section of the poured reinforcement component in step S4 to obtain the error adjustment scheme of the n + 1-th section of the reinforcement component is optimized. After the concrete pouring of the reinforcement part of the nth section is finished, the reinforcement part of the nth section is pouredAnd measuring the tower columns in sections, mainly measuring the coordinates of eight corner points of the nth section of tower column and the thickness of concrete on eight end faces, and checking whether the requirements of design and line shape monitoring are met. When the requirement is met, the next section of construction is continued, when a deviation occurs, it is determined that, a corrective adjustment to the next segment or subsequent segments may be required. Specifically, the nth section of the reinforced bar component is measured to obtain the deviation delta N between the tower limb section completion line shape and the theoretical line shape after the nth section of the reinforced bar component is poured 1 And deviation delta N of actually measured deformation and theoretical deformation before and after pouring of tower limb section of the nth section of steel bar part 2 After the restraint of the jig frame is removed from the nth section of reinforcing steel bar component, deviation delta N between actual deformation and theoretical deformation occurs under the action of self weight 3 ；
Calculating the tower limb linear shape after the bridge formation by utilizing a finite element model to obtain the tower column linear pre-deviation delta n +1 of the (n + 1) th section 1 Generated by lateral pressure acting on the surrounding formwork according to the concrete flow conditions calculating the deformation to obtain the (n + 1) th segment tower column concrete pouring deformation influence quantity delta n +1 2 And calculating the self-weight deformation delta n +1 of the n +1 section steel bar part according to the deformation generated under the self-weight action of the n +1 section steel bar part after the molding 3 ；
Obtaining a pre-offset of Δ N 1 、ΔN 2 、ΔN 3 、Δn+1 1 、Δn+1 2 、Δn+1 3 The n +1 th section of the steel bar part pre-bias scheme of the sum value.
Wherein, Δ N 1 、ΔN 2 、ΔN 3 Is the deviation of the tower column of the nth section formed by the reinforcing steel bar part of the nth section, namely delta n +1 1 、Δn+1 2 、Δn+1 3 The amount of pre-deviation of the n +1 th section of reinforcing steel bar part is equal to the amount of deviation after the n +1 th section of tower column is poured, and the adjustment is carried out through the n +1 th section of tower column.
In a further embodiment of the present application, in the present embodiment, a method for measuring the n-th section of the completely poured steel bar component in the step S4 to obtain an error adjustment scheme of the n + 1-th section of the steel bar component is further optimized, when the top opening of the n-th section of the steel bar component is uneven, as shown in Δ H in fig. 10, a height difference occurring at the top opening is a height difference in a vertical direction, and this condition can be used to make an error adjustment scheme that adjusts a gap of a connector between the n-th section of the steel bar component and the n + 1-th section of the steel bar component (the gap satisfies a steel bar connection requirement and meets a design specification requirement), adjusts a gap of a connector between a plurality of sections of the steel bar components above, and adjusts a bottom opening of the n + 1-th section of the steel bar component according to the height difference of the top opening of the n-th section of the steel bar component.
That is, when the height difference is small, the adjustment can be performed through the connector 6 between the nth section of the reinforced bar component and the (n + 1) th section of the reinforced bar component; when the height difference is large, the connector 6 between the nth section of steel bar part and the (n + 1) th section of steel bar part cannot be eliminated simply, and the adjustment is required to be carried out through the multi-section connector 6; when the discrepancy in elevation is very big, in order to avoid the connector 6 that needs the regulation too much, can directly adjust the main muscle of the mouth at the bottom of the n +1 st section reinforcing bar article when the n +1 st section reinforcing bar article is assembled this moment, make its difference in elevation that can the n section reinforcing bar article top mouth main muscle of adaptation.
In a preferred embodiment of the present application, the embodiment optimizes the height difference elimination method, and when the height difference of the top opening of the nth section of steel bar component is smaller than the first height difference (the first height difference in the embodiment is 2 mm), the gap of the connector 6 between the nth section of steel bar component and the (n + 1) th section of steel bar component is adjusted, so that the height difference of the (n + 1) th section of steel bar component meets the design requirement;
when the height difference of the top opening of the nth section of the steel bar part is greater than or equal to the first height difference and smaller than the second height difference (the second height difference of the embodiment is 5 mm), adjusting the gaps of the connector 6 between the nth section of the steel bar part and the (n + 1) th section of the steel bar part, the connector 6 between the (n + 1) th section of the steel bar part and the (n + 2) th section of the steel bar part, and the connector 6 between the (n + 2) th section of the steel bar part and the (n + 3) th section of the steel bar part, so that the height difference of the (n + 3) th section of the steel bar part meets the design requirement;
when the height difference of the top opening of the nth section of the reinforcing steel bar part is greater than or equal to the second height difference, the bottom opening of the (n + 1) th section of the reinforcing steel bar part is adjusted, so that the height difference of the (n + 1) th section of the reinforcing steel bar part meets the design requirement.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are given by way of illustration of the principles of the present invention, and that various changes and modifications may be made without departing from the spirit and scope of the invention as defined by the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The utility model provides a method for installing inclined tower column reinforcing bar parts of a four-tower limb bridge tower in space, which is characterized in that: the method comprises the following steps:
s1, assembling and splicing an nth section of steel bar part on a jig, and pre-deflecting the nth section of steel bar part in the assembling and splicing process;
s2, after the nth section of steel bar part is molded, hoisting the nth section of steel bar part to the position above the nth-1 section of steel bar part installed on the tower column by using the tower crane, arranging a guide sleeve on the nth-1 section of steel bar part, and initially positioning the nth section of steel bar part based on the guide sleeve;
s3, applying tension to the hoisted nth section of steel bar part, adjusting the posture of the nth section of steel bar part by matching with the measurement of the inclination angle of the nth section of steel bar part, and starting to connect the nth section of steel bar part with the main bar of the (n-1) th section of steel bar part after the set requirement is met;
s4, after all the main reinforcements are connected, pouring concrete, and after pouring is finished, measuring the nth section of steel bar part to obtain an error adjustment scheme of the (n + 1) th section of steel bar part;
the method for applying tension to the nth section of reinforcement part in the step S3 comprises the following steps: and connecting the upper end of the steel wire rope to the top opening position of a group of end surfaces on the inner side of the nth section of steel bar part, connecting the lower end of the steel wire rope to the main reinforcement at the top opening of the (n-1) th section of steel bar part, arranging the steel wire rope along the reverse direction of the inclination direction of the nth section of steel bar part, and tightening the steel wire rope so as to apply tension to the nth section of steel bar part.
2. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 1, wherein the method comprises the following steps: in the step S1, the method for pre-biasing the nth section of steel bar part in the assembling process includes: calculating the tower limb linear shape after the bridge formation by utilizing a finite element model to obtain the linear pre-deviation delta n of the tower column of the nth section 1 Calculating the concrete pouring deformation influence quantity delta n of the nth section of tower column according to the deformation quantity generated by the lateral pressure of the concrete flow state acting on the peripheral template 2 And calculating to obtain the self-weight deformation delta n of the nth section of reinforcing steel bar part under the action of the self-weight of the nth section of reinforcing steel bar part after being molded 3 According to the n-th section of the reinforcing bar part, the pre-deviation amount is delta n 1 、Δn 2 、Δn 3 The sum of (a) and (b) is used for pre-biasing the nth section of reinforcement part.
3. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower limb bridge tower as claimed in claim 1, wherein the method comprises the following steps: in the step S2, the method for arranging the guide sleeve on the (n-1) th section of the rebar part comprises the following steps: the main reinforcement of the (n-1) th section of steel bar part is provided with guide sleeves, each end face top opening of the side part of the (n-1) th section of steel bar part is provided with two guide sleeves, and the guide sleeves are arranged in a mode of being close to the angular point position between two adjacent end faces.
4. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower limb bridge tower as claimed in claim 1, wherein the method comprises the following steps: in the step S3, the method for adjusting the posture of the nth section of the reinforcement part in cooperation with the measurement of the inclination angle of the nth section of the reinforcement part includes: and mounting high-precision double-shaft inclinometers at the positions of the quartering points of the second stirrups at the top openings of the transverse bridge A surface, the transverse bridge E surface, the longitudinal bridge C surface and the longitudinal bridge G surface of the nth section of steel bar part, and measuring the rotation inclination angle of the nth section of steel bar part through the high-precision double-shaft inclinometers.
5. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 1 or 4, wherein the method comprises the following steps: arranging a gravity hammer or a laser emitter at the top opening of the nth section of steel bar part, and arranging a corresponding target at the top opening of the (n-1) th section of steel bar part; and in the process of adjusting the air posture of the nth section of steel bar part, applying tension to the nth section of steel bar part to enable the gravity hammer or the laser emitter to be right opposite to the center of the target.
6. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 1, wherein the method comprises the following steps: in the step S3, the method for connecting the main reinforcement of the nth section of reinforced bar component and the main reinforcement of the (n-1) th section of reinforced bar component includes: after the posture of the nth section of steel bar part is adjusted, the nth section of steel bar part and main bars of the E surface, the F surface and the G surface on the inner side of the (n-1) th section of steel bar part are connected, when the connection number reaches a first set value, the nth section of steel bar part is measured, whether deviation occurs or not is judged, if deviation occurs, adjustment is carried out, and after adjustment is completed, the main bars of the two sections of steel bar parts are continuously connected until all the main bars are connected.
7. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 6, wherein the method comprises the following steps: and when the connection quantity of the main bars of the two sections of steel bar parts reaches a first set value, monitoring the angular point of the nth section of steel bar part by using a total station, and if the offset of the monitored angular point is greater than the set offset, judging that the angular point has deviation and needing to be adjusted.
8. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 2, wherein the method comprises the following steps: in the step S4, the method for measuring the nth section of steel bar component after pouring to obtain the error adjustment scheme of the (n + 1) th section of steel bar component includes: measuring the nth section of steel bar component to obtain the deviation delta N between the tower limb section as-built linear shape and the theoretical linear shape after the nth section of steel bar component is poured 1 And the tower limb section after the nth section of steel bar part is pouredDeviation delta N between actual measurement deformation and theoretical deformation before and after pouring 2 After the restraint of the jig frame is removed from the nth section of reinforcing steel bar component, deviation delta N between actual deformation and theoretical deformation occurs under the action of self weight 3 ；
Calculating the tower limb linear shape after the bridge formation by utilizing a finite element model to obtain the tower column linear pre-deviation delta n +1 of the (n + 1) th section 1 Calculating the concrete pouring deformation influence quantity delta n +1 of the (n + 1) th section of tower column according to the deformation quantity generated by the lateral pressure of the concrete flow state acting on the peripheral template 2 And calculating the self-weight deformation delta n +1 of the n +1 section steel bar part according to the deformation generated under the self-weight action of the n +1 section steel bar part after the molding 3 ；
Obtaining a pre-offset of Δ N 1 、ΔN 2 、ΔN 3 、Δn+1 1 、Δn+1 2 、Δn+1 3 The n +1 th section of the steel bar part pre-bias scheme of the sum value.
9. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 1 or 8, wherein the method comprises the following steps: in the step S4, the method for measuring the n-th section of the poured steel bar component to obtain the error adjustment scheme of the n + 1-th section of the steel bar component includes: when the top opening of the nth section of reinforcing steel bar part is uneven, an error adjusting scheme of adjusting by utilizing the gap of the connector between the nth section of reinforcing steel bar part and the (n + 1) th section of reinforcing steel bar part, adjusting by utilizing the gap of the connector between a plurality of sections of reinforcing steel bar parts above and adjusting by utilizing the bottom opening of the (n + 1) th section of reinforcing steel bar part is worked out according to the height difference of the top opening of the nth section of reinforcing steel bar part.
10. The method for installing the inclined tower column reinforcing steel bar part of the spatial four-tower-limb bridge tower as claimed in claim 1, wherein the method comprises the following steps: when the height difference of the top opening of the nth section of steel bar part is smaller than the first height difference, adjusting the connector gap between the nth section of steel bar part and the (n + 1) th section of steel bar part to enable the height difference of the (n + 1) th section of steel bar part to meet the design requirement;
when the height difference of the top opening of the nth section of the steel bar part is greater than or equal to the first height difference and smaller than the second height difference, adjusting the gap between the connector between the nth section of the steel bar part and the (n + 1) th section of the steel bar part, the connector between the (n + 1) th section of the steel bar part and the (n + 2) th section of the steel bar part and the connector between the (n + 2) th section of the steel bar part and the (n + 3) th section of the steel bar part to enable the height difference of the (n + 3) th section of the steel bar part to meet the design requirement;
when the height difference of the top opening of the nth section of the reinforcing steel bar part is greater than or equal to the second height difference, the bottom opening of the (n + 1) th section of the reinforcing steel bar part is adjusted, so that the height difference of the (n + 1) th section of the reinforcing steel bar part meets the design requirement.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116465301A (en) * | 2023-03-13 | 2023-07-21 | 中交第二航务工程局有限公司 | Automatic detection method of forming precision of steel bar parts |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116465301A (en) * | 2023-03-13 | 2023-07-21 | 中交第二航务工程局有限公司 | Automatic detection method of forming precision of steel bar parts |
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