CN114457702A - Large cantilever sectional type prefabricated bent cap support-free suspension splicing construction method - Google Patents
Large cantilever sectional type prefabricated bent cap support-free suspension splicing construction method Download PDFInfo
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- CN114457702A CN114457702A CN202210155989.8A CN202210155989A CN114457702A CN 114457702 A CN114457702 A CN 114457702A CN 202210155989 A CN202210155989 A CN 202210155989A CN 114457702 A CN114457702 A CN 114457702A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
- E01D19/067—Flat continuous joints cast in situ
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention relates to a large cantilever sectional type prefabricated capping beam support-free assembling construction method, which is characterized in that a crane is adopted for hoisting on site, a constructor ascends and descends through a climbing vehicle and a customized ladder cage, the prefabricated capping beam comprises two pier top sections, two cantilever sections I and two cantilever sections II, the pier top sections are fixedly arranged on a prefabricated upright column, the pier top sections, the cantilever sections I and the cantilever sections II are sequentially arranged from the middle to two sides, the pier top sections are firstly installed, the cantilever sections I are then installed, the cantilever sections II are finally installed, all the sections are symmetrically installed, and the pier top sections are timely installed on the other side after the pier top sections are installed on one side. The invention has the following beneficial effects: the center of gravity of the pier top section of the prefabricated capping beam is superposed with the center of gravity of the lower upright post, so that temporary fixing measures such as a bracket and the like are avoided when the pier top section is installed, and the installation overturning risk and the installation cost are reduced; the trial assembly shortens the adjustment time of formal installation and improves the bonding quality of the mortar cushion.
Description
Technical Field
The invention relates to the technical field of civil engineering fabricated bridge construction, in particular to a large cantilever sectional type prefabricated bent cap support-free suspension splicing construction method.
Background
The bridge construction technology is developing towards the direction of assembly, industrialization and standardization. In part of overhead projects built on the existing roads, the construction of pier columns and capping beams by adopting a prefabrication and assembly technology is gradually tried, namely, the integral prefabrication of the upright columns or the capping beams is completed in a factory, and the erection is completed by adopting a large-tonnage crane on the spot.
When the capping beam is integrally prefabricated and assembled, the sizes of the components are set to be contradictory. On one hand, the larger the single component is, the stronger the structural integrity is, the smaller the number of on-site abutted seams is, and the structural performance is closer to that of a cast-in-place structure; on the other hand, along with the increase of the size of the component, the structure weight is also correspondingly improved, and the difficulty in transportation and installation is greatly increased. For the assembly type construction of the integral highway bridge with the width of six lanes or more, the transverse bridge length of the cover beam exceeds 30m, at the moment, a sectional type prefabricated cover beam is often adopted, a support needs to be erected during the installation of the cover beam, in order to control the accumulated error not to exceed the specified requirement, each step of construction procedure needs to be accurately positioned, the installation work efficiency is low, more personnel are matched with mechanical operation on site, and the whole construction safety risk is high because the personnel are exposed in the prefabricated assembly high-risk range for a long time.
Disclosure of Invention
The invention provides a large cantilever sectional type prefabricated bent cap support-free suspension splicing construction method, which solves the construction problem of a prefabricated spliced overlong cantilever bent cap in the prior art.
The technical scheme for solving is that the large cantilever sectional type precast capping beam support-free suspension splicing construction method comprises the following steps:
the first stage is as follows:
s1, prefabricating the pier top section, the cantilever section I and the cantilever section II, and performing foundation reinforcement treatment and upright column assembly on a construction site;
s2, transporting the pier top section, the cantilever section I and the cantilever section II to a construction site;
and a second stage:
s3, hoisting the pier top section to the top end of the upright post;
s4, pouring a wet joint between the two pier top sections;
s5, performing primary prestress tensioning after the concrete strength of the wet joint reaches the design strength requirement, and tensioning a steel strand I and a steel strand II;
s6, grouting the duct after the first prestress tension is finished;
and a third stage:
s7, mounting the cantilever section I, and performing temporary pull rod construction between the pier top section and the cantilever section I;
s8, stretching the steel beam by the second prestress stretching;
s9, grouting the pore channel after the second prestress tensioning is finished, and removing the temporary pull rod between the pier top section and the cantilever section I after the strength of concrete in the pore channel meets the design requirement;
a fourth stage:
s10, mounting the cantilever section II, and performing temporary pull rod construction between the cantilever section I and the cantilever section II;
s11, stretching the steel beam I and the steel beam II by prestress for the third time;
s12, grouting the duct after the third pre-stress tensioning is finished, and removing the temporary pull rod between the cantilever section I and the cantilever section II after the strength of concrete in the duct meets the design requirement;
s13, after the upper structure beam is erected, performing fourth prestress tensioning to stretch the steel bundle I and the steel bundle II;
and S14, finishing the installation of the cover beam.
In S1, the process of the foundation reinforcement treatment is as follows: s1.1, detecting the foundation bearing capacity of a hoisting area, and if the foundation bearing capacity does not meet the requirement, replacing and filling sand gravel with the thickness of 1m, and carrying out layered rolling compaction; s1.2, during hoisting, a steel road base box is laid below the crane.
In S3, the process of hoisting the pier top section is as follows: s3.1, folding 1 sling in half by adopting 2 flexible double-buckle hoisting belts, respectively connecting two end heads to 2 hoisting points, hanging the middle section on a hoisting equipment hook, and hanging the two sides in the same hanging mode; s3.2, assembling the pier top section in a trial mode; s3.3, grouting the spliced surfaces of the pier top sections; s3.4, formally assembling pier top sections; s3.5, grouting the pier top section; and S3.6, repeating the steps S3.1-S3.5, and hoisting the other pier top section.
In S3.5, a grouting sleeve is reserved on the pier top section, a lower grout inlet and an upper grout outlet are formed in the grouting sleeve, a straight cylindrical grout inlet guide pipe with a valve is arranged at the lower grout inlet, and a 90-degree or 135-degree broken line type grout outlet guide pipe is arranged at the upper grout outlet.
At S4, the wet joint casting process is as follows: s4.1, cleaning the surface of the pier top section, and checking whether the joint meets the requirements; s4.2, erecting a shaping steel template, and fixing the shaping steel template through split bolts; s4.3, uniformly spraying cement slurry on the contact surface of the wet joint and the pier top section, and pouring concrete; and S4.4, adopting a vibrator to vibrate and tamp the concrete during concrete pouring.
In S5, the first prestress tension process is as follows: s5.1, selecting a tensioning jack with rated tension force not less than 1.2 times of the designed tension force; s5.2, hanging baskets for hanging and placing tensioning equipment on two sides of the cover beam to serve as an operation platform, and blanking steel bundles; s5.3, cleaning the steel bundle pore channel through high-pressure airflow, and then penetrating the steel bundle by using a bundle penetrating machine; s5.4, mounting an anchorage device and a tensioning jack; s5.5, starting a tensioning jack to stretch the steel bundle; s5.6, after the tensile force of the steel bundle reaches a design value, fixing the steel bundle through an anchorage device; s5.7, detaching the tensioning jack.
In S7, the cantilever section i is mounted as follows: s7.1, assembling the cantilever section I in a trial manner; s7.2, coating epoxy resin glue on the connecting surface of the cantilever section I and the pier top section; s7.3, hoisting the cantilever I; s7.4, constructing a temporary pull rod; and S7.5, scraping and cleaning.
The invention has the following beneficial effects: the gravity center of the pier top section of the prefabricated capping beam is superposed with the gravity center of the lower upright column, so that temporary fixing measures such as a bracket and the like are avoided when the pier top section is installed, and the installation and overturning risk and cost are reduced; the trial assembly shortens the adjustment time of formal installation and improves the bonding quality of the mortar cushion; the grout stop valve increases the pressure of the cavity in the grouting sleeve, and improves the connection quality of the grouting sleeve between the prefabricated capping beam and the upright post; the temporary pull rod enables the construction of the cantilever section to be free from erecting a support, and meanwhile, materials can be recycled, so that the construction cost is reduced.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
Fig. 1 is a schematic elevation structure of the present invention.
FIG. 2 is a schematic illustration of the field preparation of the present invention.
Fig. 3 is a schematic view of the pier top section hoisting of the present invention.
Fig. 4 is a schematic view of the completion of wet joint construction of the pier top section according to the present invention.
Fig. 5 is a schematic view of the hoisting of the cantilever section i of the present invention.
FIG. 6 is a schematic diagram of the suspension arm section II of the present invention.
Fig. 7 is a diagram of a wet seamed prestressed pipe layout.
In the figure: 1-upright column, 2-pier top section, 3-cantilever section I, 4-cantilever section II, 5-fourth tensioning steel bundle I, 6-fourth tensioning steel bundle II, 7-third tensioning steel bundle I, 8-second tensioning steel bundle, 9-first tensioning steel bundle I, 10-first tensioning steel bundle II, 11-third tensioning steel bundle II, 12-wet joint.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
Embodiment 1, as shown in fig. 1, a large cantilever sectional type precast capping beam support-free assembly construction method includes two pier top sections 2, two cantilever sections i 3, and two cantilever sections ii 4, where the pier top section 2 is fixedly disposed on a column 1, and the pier top section 2, the cantilever section i 3, and the cantilever section ii 4 are sequentially arranged from the middle to both sides.
Embodiment 2, on the basis of embodiment 1, a large cantilever sectional type precast capping beam support-free assembly construction method includes the following steps:
the first stage, as shown in fig. 2:
s1, prefabricating the pier top section 2, the cantilever section I3 and the cantilever section II 4, performing foundation reinforcement treatment on a construction site, and assembling the upright posts 1 by using a crane;
s2, transporting the pier top section 2, the cantilever section I3 and the cantilever section II 4 to a construction site, wherein the pier top section 2 is 165t in weight, the cantilever section I3 is 95t in weight, and the cantilever section II 4 is 86t in weight; (ii) a
In the second stage, as shown in fig. 3 and 4:
s3, hoisting the pier top sections 2 to the top ends of the upright posts 1, specifically, hoisting by using a 320t crawler crane, hoisting one pier top section 2 first, and hoisting the other pier top section 2 after the pier top section 2 is stabilized;
s4, pouring a wet joint 12 between the two pier top sections 2, specifically, the wet joint 12 is 10cm wide, 21-hole prestressed pipelines are arranged in the middle, as shown in figure 7, and adopting a rubber drawing rod to perform hole forming on the prestressed pipelines; the rubber drawing rod is installed and removed through a traction rope;
s5, after the concrete strength of the wet joint 12 reaches the design strength requirement, performing first prestress tensioning, specifically, tensioning a first tensioning steel bundle I9 and a first tensioning steel bundle II 10, and fixing the two pier top sections 2;
s6, grouting the channel after the first prestress tensioning is finished, and grouting and plugging the steel bundle channel within 48 hours after the tensioning is finished; the grouting process comprises the following steps: construction preparation, namely preparing slurry and grouting construction; after grouting is finished, timely carrying out rust prevention and corrosion prevention treatment on the tensioned steel bundles and the anchorage devices for fixing the tensioned steel bundles, and sealing the anchorage devices by using concrete;
the third stage, as shown in fig. 5:
s7, mounting the cantilever section I3, performing temporary pull rod construction between the pier top section 2 and the cantilever section I3, and temporarily fixing the cantilever section I3 by adopting the temporary pull rod construction, specifically, mounting steel tooth sills at the tops and at the steps of the pier top section 3 and the cantilever section I3, connecting the steel tooth sills on the pier top section 2 and the cantilever section I3 through a chain block, wherein the steel tooth sill at the tops is used for providing anti-overturning tension force, the steel tooth sill at the steps is used for fully extruding epoxy resin glue solution of a splicing seam, and tensioning the temporary pull rod is controlled at 35 t;
s8, stretching the second prestressed steel beam, specifically, stretching the second tensioned steel beam 8 to provide permanent prestress for the cantilever section I3, wherein the second prestressed stretching process is the same as the first stretching process;
s9, grouting the duct after the second pre-stress tensioning is finished, removing the temporary pull rod between the pier top section 2 and the cantilever section I3 after the strength of concrete in the duct meets the design requirement, keeping the temporary pull rod in an unstressed state after the second pre-stress tensioning, and removing the temporary pull rod after the slurry in the duct meets the strength requirement;
the fourth stage, as shown in fig. 6:
s10, mounting the cantilever section II 4, and performing temporary pull rod construction between the cantilever section I3 and the cantilever section II 4;
s11, stretching a third prestressed stretch steel strand I7 and a third tensioned steel strand II 11, wherein the temporary pull rod is in an unstressed state after the third stretching is completed, and the third prestressed stretch process is the same as the first stretch process;
s12, grouting the duct after the third pre-stress tensioning is finished, and removing the temporary pull rod between the cantilever section I3 and the cantilever section II 4 after the strength of concrete in the duct reaches the design requirement;
s13, after the T-beam of the upper structure is erected, performing fourth prestress tensioning, specifically, tensioning the fourth tensioning steel beam I5 and the fourth tensioning steel beam II 6;
and S14, finishing the installation of the cover beam.
Embodiment 3, based on embodiment 2, a method for constructing a large cantilever sectional precast capping beam without a bracket by cantilever includes, in S1, the following process of reinforcing the foundation: s1.1, detecting the foundation bearing capacity of a hoisting area, and if the foundation bearing capacity does not meet the requirement, replacing and filling sand gravel with the thickness of 1m, and carrying out layered rolling compaction; s1.2, during hoisting, a steel road foundation box of 10m multiplied by 2.5m multiplied by 0.2m is paved under a single crawler of the crawler crane.
Embodiment 4, based on embodiment 2, a large cantilever sectional type precast capping beam support-free assembly construction method, in S3, a process of hoisting a pier top section 2 is as follows: s3.1, folding 1 sling in half by adopting 2 flexible double-buckle hoisting belts with the length of 14m and the rated load of 100t, wherein two end heads are respectively connected to 2 hoisting points, the middle section is hung on a hoisting equipment hook, and the hanging modes at two sides are the same; s3.2, trial assembly of the pier top section 2 is performed, the trial assembly shortens the adjustment time of formal installation of the pier top section 2, and the installation problem of large fluidity loss of a mortar cushion layer in a short time under a high temperature environment is solved; s3.3, splicing the surface of the pier top section 2 to sit slurry, arranging a slurry sitting cofferdam at the top end of the upright post 1 during slurry sitting, pouring the slurry into the slurry sitting cofferdam, wherein the center position is slightly higher, and ensuring that the slurry sitting surface of the upright post is less and hollow; s3.4, formally assembling the pier top section 2, observing the pier top section 2 through two total stations, determining that the installation position of the pier top section 2 is accurate, and adjusting the plane position and the levelness of the pier top section by combining a jack and a cable rope; s3.5, grouting the pier top section 2; and S3.6, repeating the steps S3.1-S3.5, and hoisting the other pier top section 2.
Further, in S3.5, grouting sleeves are reserved on the pier top section 2, cavities of the grouting sleeves are independent spaces, a lower grout inlet and an upper grout outlet are formed in each grouting sleeve, the lower grout inlet is provided with a straight cylindrical grout inlet guide pipe with a valve, and the upper grout outlet is provided with a 90-degree or 135-degree broken line type grout outlet guide pipe; after the grout inlet and outlet guide pipes are installed, the high-pressure water gun is used for washing the interior of the grouting sleeve, so that grouting operation is carried out through ascending a vehicle-mounted person after the grouting sleeve is smooth and wet. The grouting mode is similar to that of the upright column, and sleeve grouting operation is performed after grouting flow is adjusted. Closely butting a conduit of a grouting machine with a conduit of a lower grout inlet, sequentially opening a grout inlet conduit and a conduit valve of the grouting machine, starting grouting until uniform and dense slurry flows out of a grout outlet pipe of a grouting pump, continuously stabilizing the pressure for about 10s, plugging the grout outlet pipe by a plug, and closing the grouting machine. And (4) removing the connection between the grout outlet pipe of the grouting pump and the grout inlet pipe of the sleeve, and plugging the orifice of the grout inlet pipe of the sleeve by using a plug. And repeating the grouting process to finish grouting all the reserved sleeves of the pier top cover beam.
Example 5, based on example 3 or example 4, a method for constructing a large cantilever sectional type precast capping beam without a bracket is provided, and in S4, the wet joint pouring process is as follows: s4.1, cleaning the surface of the pier top section 2, and checking whether the joint meets the requirements; s4.2, erecting a shaping steel template, and fixing the shaping steel template through split bolts; s4.3, uniformly spraying cement slurry on the contact surface between the wet joint and the pier top section 2, and adopting the following steps of 1: 3, uniformly spreading cement slurry and simultaneously pouring concrete; and S4.4, vibrating and tamping the concrete by using a vibrator during concrete pouring, moisturizing, preserving heat and maintaining by using a plastic film and geotextile mode after the concrete pouring is finished, and watering and moisturizing in time.
Embodiment 6, based on embodiment 5, in a method for constructing a large cantilever sectional precast capping beam without a bracket by cantilever, in S5, a first prestressed tension process is as follows: s5.1, selecting a proper type of tensioning jack and selecting a 400t hydraulic jack; s5.2, hanging baskets for hanging and placing tensioning equipment on two sides of the bent cap to serve as an operation platform, wherein the hanging baskets are steel structure frames, the extending part of the top is fixed on the bent cap by adopting expansion screws, meanwhile, steel stranded wires are connected with hanging points of the bent cap, the side faces of the hanging baskets are tightly attached to the bent cap, lines are drawn at the cut-off part before steel bundle blanking, and the steel bundles are bound by iron wires at the position 30-50 mm away from the cut-off part to prevent the steel bundles from scattering after blanking; s5.3, cleaning the steel bundle pore channel through high-pressure airflow, and then penetrating the steel bundle, specifically, removing impurities in the pore channel through the high-pressure airflow, and penetrating the steel bundle by using a bundle penetrating machine; s5.4, mounting an anchorage device and a tensioning jack; s5.5, starting the tensioning jack, and tensioning the steel bundle by adopting a symmetrical tensioning mode, wherein the specific tensioning process is as follows: the initial stress reaches 10 percent of the design force value, the initial stress reaches 20 percent of the design force value, the initial stress reaches 100 percent of the design force value, and the initial stress is kept for 5 min; s5.6, keeping the tensile force of the steel bundle for 5min after the tensile force of the steel bundle reaches a design value, and fixing the steel bundle through an anchorage device; s5.7, detaching the tensioning jack. During tensioning, stress and strain are controlled, the error of the actual elongation value is controlled within +/-6% compared with the theoretical elongation value, and tensioning is suspended if the elongation value is found to be abnormal.
Further, in S8 and S11, the second prestress tensioning process and the third prestress tensioning process are the same as the first prestress tensioning process.
Further, in S10, the mounting process of the boom section ii 4 is the same as that of the boom section i 3.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A large cantilever sectional type precast capping beam support-free suspension splicing construction method is characterized by comprising the following steps:
the first stage is as follows:
s1, prefabricating the pier top section (2), the cantilever section I (3) and the cantilever section II (4), and performing foundation reinforcement treatment on a construction site to assemble the upright columns (1);
s2, transporting the pier top section (2), the cantilever section I (3) and the cantilever section II (4) to a construction site;
and a second stage:
s3, hoisting the pier top section (2) to the top end of the upright post (1);
s4, pouring a wet joint (12) between the two pier top sections (2);
s5, after the concrete strength at the wet joint (12) reaches the design strength requirement, performing primary prestress tensioning to stretch the steel bundle I (9) and the steel bundle II (10);
s6, grouting the duct after the first prestress tension is finished;
and a third stage:
s7, mounting the cantilever section I (3), and performing temporary pull rod construction between the pier top section (2) and the cantilever section I (3);
s8, stretching the steel beam (8) through secondary prestress stretching;
s9, grouting the pore channel after the second prestress tensioning is finished, and removing the temporary pull rod between the pier top section (2) and the cantilever section I (3) after the strength of concrete in the pore channel reaches the design requirement;
a fourth stage:
s10, mounting the cantilever section II (4), and constructing a temporary pull rod between the cantilever section I (3) and the cantilever section II (4);
s11, stretching the steel bundle I (7) and the steel bundle II (11) by prestress stretching for the third time;
s12, grouting the hole channel after the third prestress tensioning is finished, and removing the temporary pull rod between the cantilever section I (3) and the cantilever section II (4) after the strength of concrete in the hole channel meets the design requirement;
s13, after the upper structure beam is erected, performing fourth prestress tensioning to stretch a steel bundle I (5) and a steel bundle II (6);
and S14, finishing the installation of the cover beam.
2. The large cantilever segmented precast capping beam support-free suspension splicing construction method according to claim 1, wherein in S1, the foundation consolidation process is as follows:
s1.1, detecting the foundation bearing capacity of a hoisting area, and if the foundation bearing capacity does not meet the requirement, replacing and filling sand gravel with the thickness of 1m, and carrying out layered rolling compaction;
s1.2, during hoisting, a steel road base box is laid below the crane.
3. The large cantilever segment type precast capping beam support-free assembly construction method according to claim 1, wherein in S3, the process of hoisting the pier top segment (2) is as follows:
s3.1, folding one sling in half by adopting two flexible double-buckle hoisting belts, respectively connecting two end heads to two hoisting points, hanging the middle section on a hoisting equipment hook, and hanging the two sides in the same hanging mode;
s3.2, assembling the pier top section (2) in a trial mode;
s3.3, setting grout on the spliced surface of the pier top section (2);
s3.4, formally assembling the pier top section (2);
s3.5, grouting the pier top section (2);
and S3.6, repeating the steps S3.1-S3.5, and hoisting the other pier top section (2).
4. The large cantilever segment type precast capping beam non-bracket suspension assembly construction method according to claim 3, wherein in S3.5, a grouting sleeve is reserved on the pier top segment (2), a lower grout inlet and an upper grout outlet are formed in the grouting sleeve, the lower grout inlet is provided with a straight-tube grout inlet pipe with a valve, and the upper grout outlet is provided with a 90-degree or 135-degree broken line type grout outlet pipe.
5. The large cantilever segment type precast capping beam non-bracket assembly construction method according to any one of claims 1 to 4, wherein in S4, the wet joint (12) casting process comprises the following steps:
s4.1, cleaning the surface of the pier top section (2), and checking whether the joint meets the requirements;
s4.2, erecting a shaping steel template, and fixing the shaping steel template through split bolts;
s4.3, uniformly spraying cement slurry on the contact surface of the wet joint and the pier top section (2), and pouring concrete;
and S4.4, adopting a vibrator to vibrate and tamp the concrete during concrete pouring.
6. The large cantilever sectional type precast capping beam bracket-free suspension splicing construction method according to claim 5, wherein in S5, the first pre-stress tensioning process is as follows:
s5.1, selecting a tensioning jack with rated tension force not less than 1.2 times of the designed tension force;
s5.2, hanging baskets for hanging and placing tensioning equipment on two sides of the cover beam to serve as an operation platform, and blanking steel bundles;
s5.3, cleaning the steel bundle pore channel through high-pressure airflow, and then penetrating the steel bundle by using a bundle penetrating machine;
s5.4, mounting an anchorage device and a tensioning jack;
s5.5, starting a tensioning jack to stretch the steel bundle;
s5.6, after the tensile force of the steel bundle reaches a design value, fixing the steel bundle through an anchorage device;
s5.7, detaching the tensioning jack.
7. The large cantilever segment type precast capping beam bracket-free suspension splicing construction method according to claim 1 or 6, wherein in S7, the cantilever segment I (3) is installed as follows:
s7.1, assembling the cantilever section I (3) in a trial manner;
s7.2, coating epoxy resin glue on the connecting surface of the cantilever section I (3) and the pier top section (2);
s7.3, hoisting the cantilever to connect the cantilever I (3);
s7.4, constructing a temporary pull rod;
and S7.5, scraping and cleaning.
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| CN203451986U (en) * | 2013-09-13 | 2014-02-26 | 上海市城市建设设计研究总院 | Full-prefabricated assembly bent cap |
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